Standard specifications for construction of transportation systems [1995]

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Standard Specifications for
Construction of Transportation Systems Department of Transportation
State of Georgia
APPROVED BY THE STATE TRANSPORTATION BOARD JANUARY 19, 1995 MAX GOLDIN
Chairman
WAYNE SHACKELFORD
Commissioner
FRANK DANCHETZ
ChiefEngineer

NOTICE
The change in title of the Standard Specifications Book is a change in title only and is not intended in any way to change or affect the intent or interpretation of the Standard Specifications.
All references in this document, which includes all papers, writings, documents, drawings, or photographs used, or to be used, in connection with this document, to "State Highway Department of Georgia," or "State Highway Department," or "Department" when the context thereof means the State Highway Department of Georgia, mean, and shall be deemed to mean, the Department of Transportation.
All references to AASHO mean, and shall be deemed to mean, AASHTO.
11

CONTENTS

SECTION

TITLE

GENERAL PROVISIONS
101 Definitions and Terms 102 Bidding Requirements and Conditions 103 Award and Execution ofContract.. 104 Scope of Work 105 Control of Work 106 Control of Materials 107 Legal Regulations and Responsibility to the Public 108 Prosecution and Progress 109 Measurement and Payment 148 Pilot Vehicles 149 Construction Layout 150 Traffic Control

AUXILIARY ITEMS
151 Mobilization 152 Field Laboratory Building 153 Field Engineer's Office 155 Insect Control 157 Survey Aids 158 Training Program

CONSTRUCTION EROSION CONTROL
160 Reclamation of Material Pits and Waste Areas 161 Control of Soil Erosion and Sedimentation 162 Erosion Control Check Dams 163 Miscellaneous Erosion Control Items 166 Restoration or Alteration of Lakes and Ponds 170 Silt Retention Barrier 171 Temporary Silt Fence

EARTHWORK
201 Clearing and Grubbing Right ofWay 202 Random Clearing and Grubbing 204 Channel Excavation 205 Roadway Excavation 206 Borrow Excavation 207 Excavation and Backfill for Minor Structures 208 Embankments 209 Subgrade Construction 210 Grading Complete 211 Bridge Excavation and Backfill 212 Granular Embankment 214 Mitigation Site Construction 215 Removal of Solid Waste

III

PAGE
1 8 13 14 21 35 ..43 58 67 85 85 89
89 89 93 98 99 102
104 110 117 118 123 125 126
130 136 136 137 144 146 149 157 160 162 165 166 166

EARTHWORK (Cont'd)

216 Unpaved Shoulders

170

217 Removal of Underground Storage Tanks

174

218 Blanket for Fill Slopes

177

219 Crushed Aggregate Subbase

178

221 Special Subgrade Compaction and Test Rolling

178

BASES AND SUBBASES

222 Aggregate Drainage Courses

181

225 Soil-Lime Construction

183

232 Railroad Construction

192

233 Haul Roads

192

300 General Specifications For Base and Subbase Courses

194

301 Soil-Cement Construction

204

302 Sand-Bituminous Stabilized Base Course

215

303 Topsoil, Sand-Clay or Chert Construction

222

304 Soil Aggregate Construction

227

305 Cement Stabilized Soil Aggregate Construction

231

307 Impermeable Membrane For Subgrades, Basins,

Ditches and Canals

231

310 Graded Aggregate Construction

232

311 Crushed Stone Base

236

316 Cement Stabilized Graded Aggregate Construction

236

317 Reconstructed Base Course

236

318 Selected Material Surface Course

239

319 Lime-Fly Ash Soil Construction

242

325 Stabilized Base Material for Patching

242

326 Portland Cement Concrete Subbase

244

327 Mining, Crushing and Stockpiling Aggregates

248

328 Foamed Asphalt Stabilized Base Course

248

PAVEMENTS

400 Hot Mix Asphaltic Concrete Construction

248

401 Cold Mix for Patching

275

402 Hot Mix Recycled Asphaltic Concrete

277

405 Hot Asphalt-Vulcanized Rubber Seal Treatment

280

406 Coal Tar Emulsion Seal Coat..

283

407 Asphalt-Rubber Joint and Crack Seal...

283

408 Joint and Crack Cleaning and Sealing

287

409 Latex Modified Asphaltic Concrete

287

410 Repaving

289

411 Asphaltic Concrete Pavement, Partial Removal

289

412 Bituminous Prime

290

413 Bituminous Tack Coat

292

414 Hot Asphalt-Rubber Seal Treatment for Stress

Relieving Interlayer

294

424 Bituminous Surface Treatment

298

426 Sprinkle Overlay Treatment of Hot Mix Asphaltic Concrete

306

iv

PAVEMENTS (Cont'd)

427 EmulsifiedAsphalt Slurry Seal

308

429 Rumble Strips

313

430 Portland Cement Concrete Pavement

315

431 Grind Concrete Pavement

335

432 Mill Asphaltic Concrete Pavement..

338

433 Reinforced Concrete Approach Slabs

340

434 Sand Asphalt Paved Ditches

341

435 Rapid Setting Cement Concrete End Dams and Patches

343

436 Asphaltic Concrete Curb

346

437 Granite Curb

348

438 Precast Concrete Header Curb

349

439 Portland Cement Concrete Pavement (Special)

350

440 Plain Portland Cement Concrete Shoulders

364

441 Miscellaneous Concrete

371

442 Sealing Roadway and Bridge Joints

377

444 Sawed Joints in Existing Pavements

379

445 Waterproofing Pavement Joints and Cracks

380

446 Placement of Pavement Reinforcement Fabric

382

447 Modular Expansion Joints

384

448 Portland Cement Concrete End Dams and Patches

384

449 Bridge Deck Joint Seals with Elastomeric Concrete Headers

384

450 Pressure Grouting Portland Cement Concrete Pavement..

387

451 Patching Portland Cement Concrete Pavement (Span Repair)

394

452 Full Depth Slab Replacement

398

455 Filter Fabric for Embankment Stabilization

.402

456 Indentation Rumble Strips

.402

461 Resealing Roadway and Bridge Joints and Cracks

.404

BRIDGES

500 Concrete Structures

407

501 Steel Structures

462

502 Timber Structures

494

504 Twenty-Four Hour Accelerated Strength Concrete

.498

505 Corrugated Steel Bridge Plank

501

506 Expanded Mortar

502

507 Prestressed Concrete Bridge Members

503

508 Asphalt Plank Bridge Floor

508

509 Prestressing Concrete By Post-Tensioning

509

510 Protective Platforms

525

5.11 Reinforcement SteeL

526

'512 Shear Conoectors

539

513 Precast Reinforced Concrete Box Culvert Barrel Sections

& End Sections

540

514 Epoxy Coated Steel Reinforcement

545

515 Handrail-Ferrous Metal and Pipe

547

516 Aluminum Handrail

549

517 Protective Concrete Collar For Existing Columns

551

v

BRIDGES (Cont'd)

518 Raise Existing Bridge

551

519 Concrete Bridge Deck Overlay

551

520 Piling

551

522 Shoring

574

523 Dynamic Testing ofPile

574

524 Drilled Caisson Foundations

574

525 Cofferdams

575

528 Epoxy Pressure Injection of Concrete Cracks

577

529 Navigation Lighting

578

530 Waterproofing Fabrics

584

531 Dampproofing

586

533 Bridge Deck Waterproofing Membrane

586

534 Pedestrian Overpass Bridge

590

535 Painting Structures

590

537 Cattle Pass

606

538 Post-tensioned Prestressed Concrete Construction

606

540 Removal of Existing Bridge

,

606

541 Detour Bridges

608

542 Contractor Proposed Alternate to Reinforced Concrete Deck Girder 613

543 Bridge Complete

618

MINOR DRAINAGE STRUCTURES

544 Deck Drain System

619

547 Pile Encasement

620

550 Storm Drain Pipe, Pipe-Arch Culverts, and Side Drain Pipe

623

551 Pile Protection in Earth Walls

626

555 Tunnel Liner

628

560 Structural Plate Pipe, Pipe-Arch and Arch Culverts

631

561 Renovating Existing Pipe

633

570 Minor Drainage Structures for Detours

635

573 Underdrains

636

574 Edgedrains

638

576 Slope Drain Pipe

640

577 Metal Drain Inlets

640

INCIDENTAL ITEMS

581 Bearings

643

602 Doublewall Precast Wall

656

603 Rip Rap

665

607 Rubble Masonry

668

608 Brick Masonry

671

609 Removal of Portland Cement Concrete Roadway Slabs

672

610 Removal of Miscellaneous Roadway Items

673

611 Relaying, Reconstructing or Adjusting to Grade of

Miscellaneous Roadway Structures

676

612 Construct, Maintain and Remove Median Crossover

678

613 Docks

679

VI

INCIDENTAL ITEMS (Cont'd)

615 Jacking or Boring Pipe

681

617 Permanent Anchored Walls

684

621 Concrete Barrier

702

622 Precast Concrete Barrier

704

623 Pneumatically Applied Concrete

706

624 Sound Barriers

709

626 Mechanically Stabilized Embankment Retaining Walls

719

632 Portable Changeable Message Signs

737

633 Modification of Existing Signs

739

634 Monuments and Road Markers

739

635 Barricades

740

636 Highway Signs

741

637 Illuminated Sign System

745

638 Structural Supports for Overhead Signs

754

639 Strain Poles for Overhead Sign and Signal Assemblies

760

640 Reflectorized Railroad Cross Buck Sign

764

641 Guard Rail

765

643 Fence

767

645 Repair of Galvanized Coatings

771

647 Traffic Signal Installation

772

648 Traffic Impact Attenuator

797

649 Concrete Glare Screen

802

650 Guardrail Impact Attenuator

803

651 Raised Traffic Bars

806

652 Painting Traffic Stripe

808

653 Thermoplastic Traffic Stripe

811

654 Raised Pavement Markers

820

655 Pavement Arrow with Raised Reflectors

822

656 Removal of Pavement Markings

823

657 Preformed Plastic Pavement Markings

824

659 Hot Applied Preformed Plastic Pavement Markings

834

660 Sanitary Sewers

836

666 Vertical Drainage Wicks

841

667 Horizontal Drain

843

668 Miscellaneous Drainage Structures

844

670 Water Distribution System

849

676 Appurtenances for Water Systems

862

680 Highway Lighting

863

681 Lighting Standards and Luminaires

877

682 Electrical Wire, Cable and Conduit..

878

683 High Level Lighting Systems

878

685 Blast Cleaning Portland Cement Concrete Structures

879

690 Static Scale System

881

691 Weigh-in-Motion Scale System

887

700 Grassing

896

701 Wildflower Seeding

910

vii

INCIDENTAL ITEMS (Cont'd)

702 Vine, Shrub and Tree Planting

913

703 Tree Wells, Tree Walls and Root Protection

925

705 Transplanting Trees

926

706 Turf Establishment

928

708 Plant Topsoil

929

710 Permanent Soil Reinforcing Mat

931

712 Fiberglass Blanket

933

713 Organic Material Fiber Blanket

935

714 Jute Mesh Erosion Control..

937

715 Bituminous Treated Roving

939

716 Erosion Control Mats (Blankets)

941

718 Wood Fiber

941

725 Weed Control

942

BUILDING INSTALLATIONS

750 Rest Room Building

943

751 Water Supply System

943

752 Pneumatic Ejector Lift Station

943

753 Waste Water Treatment Plant..

943

754 Outdoor Furniture

943

755 Electrical Work

943

756 Drilled Wells

944

757 Well Pumps

944

758 Travel Trailer Sanitary Disposal Station

944

759 Water Storage Tanks

944

760 Welcome Station Building

944

761 Information Center Building

944

762 Truck Weighing Station Building

944

765 Flag Pole

944

766 Irrigation System

944

768 Truck Weigh Station Traffic Control Signs

944

770 Truck Weigh Station Height Checking Device

945

772 Truck Weigh Station Length Estimating Device

945

774 Mobile Operations Office

945

776 Check Point Shelter

945

777 Truck Weigh Station Communication System

945

778 Solar Application

945

791 Water Intake Structure

945

792 Display and Interior Furnishings

945

795 Vehicle Maintenance Building

945

796 Sewage Pumping Station

945

MATERIALS

800 Coarse Aggregate

946

801 Fine Aggregate

950

802 Aggregates for Asphaltic Concrete

952

803 Stabilizer Aggregate

954

VIll

MATERIALS (Cont'd)

804 Abrasives For Blast Cleaning

805 Rip Rap and Curbing Stone

806 Aggregate for Drainage

810 Roadway Materials

811 Rock Embankment

812 Backfill Materials

813 Pond Sand

814 Soil Base Materials

815 Graded Aggregate

816 Soil Aggregate Bases

817 Shoulder Material

818 Crushed Aggregate Subbase

820 Asphalt Cement

821 Cutback Asphalt

822 Emulsified Asphalt

;

823 Cutback Asphalt Emulsion

:

824 Cationic Asphalt Emulsion

825 Asphalt Plank

826 Dampproofing or Waterproofing Material ;

828 Hot Mix Asphaltic Concrete Mixtures

829 Recycled Oil for Drying Aggregate For Asphaltic Concrete

830 Cement

831 Admixtures

832 Curing Agents

833 Joint Fillers and Sealers

834 Masonry Materials

835 Aluminum Powder

836 Special Surface Coating for Concrete

837 Polymer Concrete

838 Graffiti Proof Coating for Concrete

839 Corrugated Polyethylene Underdrain Pipe

840 Corrugated Aluminum Alloy Pipe

841 Iron Pipe

842 Clay Pipe

843 Concrete Pipe

844 Steel Pipe

845 Smooth Lined Corrugated Polyethylene (PE) Culvert Pipe

847 Miscellaneous Pipe

848 Pipe Appurtenances:

850 Aluminum Alloy Materials

851 Structural Steel

852 Miscellaneous Steel Materials

853 Reinforcement and Tensioning Steel...

854 Castings and Forgings

855 Steel Pile

857 Bronze Bushings, Bearings and Expansion Plates

ix

955 956 957 958 959 960 960 961 964 966 967 967 967 968 970 971 971 972 973 973 980 980 981 982 983 994 995 995 997 998 999 1000 1000 1001 1001 1002 1004 1005 1007 1009 1010 1011 1017 1018 1020 1021

MATERIALS (Cont'd)
858 Miscellaneous Metals 859 Guard Rail 860 Lumber and Timber 861 Piling and Round Timber 862 Wood Posts and Bracing 863 Preservative Treatment ofTimber Products 865 Manufacture of Prestressed Concrete Bridge Members 866 Precast Concrete Catch Basin, Drop Inlet, and Manhole Units 868 Bituminous Adhesive For Raised Pavement Markers 870 Paint 880 Water 881 Fabrics 882 Lime 883 Mineral Filler 884 Chlorides 885 Elastomeric Bearing Pads 886 Epoxy Resin Adhesives 887 Bearing Plates with Polytetrafluorethylene Surfaces 888 Waterproofing Membrane MateriaL 890 Seed and Sod 891 Fertilizers 893 Miscellaneous Planting Materials 894 Fencing 910 Sign Fabrication 911 Sign Posts 912 Sign Blanks and Panels 913 Reflectorizing Materials 914 Sign Paint 915 Mast Arm Assemblies 916 Delineators 917 Reflective and Nonreflective Characters 919 Raised Pavement Marker Materials 920 Lighting Standards and Towers 921 Luminaires 922 Electrical Wire and Cable 923 Electrical Conduit 924 Miscellaneous Electrical Materials 925 Traffic Signal Equipment 934 Rapid Setting Patching Materials for Portland Cement
Concrete

1021 1022 1024 1024 1028 1029 1031 1046 1048 1051 1072 1073 1075 1076 1077 1077 1077 1080 1080 1083 1085 1085 1089 1092 1093 1098 1102 1103 1105 1105 1107 1108 1114 1120 1124 1124 1125 1127
1173

x

101.01

SECTION IOI-DEFINITIONS AND TERMS

Whenever in these Specifications or in other Contract Documents the following terms or pronouns in place ofthem are used, the intent and meaning shall be interpreted as follows:

101.01 ABBREVIATIONS: Wherever the following abbreviations are used in the Specifications or on the Plans, they are to be construed the same as the respective expressions represented:

AAN AAR AASHTO
ACI AGC AlA AlEE AlSC AlSI
AMS
ANSI ARA AREA ASCE ASLA ASTM AWPA AWWA AWS CRSI DOT EEO FHWA
FSS
GDT IES MUTCD NEC NEMA NESC NFPA SAE SPIB
SSPC
UL

American Association of Nurserymen Association of American Railroads American Association of State Highway and Transportation Officials American Concrete Institute Associated General Contractors ofAmerica American Institute of Architects American Institute of Electrical Engineers American Institute of Steel Construction American Iron and Steel Institute Aerospace Materials Specification American National Standards Institute American Railway Association American Railway Engineering Association American Society of Civil Engineers American Society of Landscape Architects American Society of Testing and Materials American Wood Preservers' Association American Water Works Association American Welding Society Concrete Reinforcing Steel Institute Georgia Department ofTransportation Equal Employment Opportunity Federal Highway Administration Federal Specifications and Standards, General Services Administration Georgia Department of Transportation Illuminating Engineering Society Manual on Uniform Traffic Control Devices National Electrical Code National Electrical Manufacturers Association National Electrical Safety Code National Fire Protection Association Society of Automotive Engineers Southern Pine Inspection Bureau Steel Structure Painting Council Underwriters Laboratories, Inc.

1

101.02
101.02 ACCEPTANCE PLANS: A defined method of taking and evaluating measurements for the purpose of determining the acceptability of a lot of material or construction.
101.03 ADVERTISEMENT: The public announcement, as required by law, inviting bids for work to be performed or materials to be furnished.
101.04 AVAILABLE DAY: Any calendar day exclusive of Saturdays, Sundays and Legal Holidays on which the Engineer determines that the Contractor is not prevented from accomplishing at least five hours of productive work on the controlling item or items of work which would normally be in progress at that time by causes beyond the contractor's control, and not due to the Contractor's fault or negligence, including but not restricted to unsuitable weather and its aftermath, suspension order of the Engineer, acts of God, acts of public enemy, fire, flood, epidemic, quarantine, strikes or freight embargo.
101.05 AWARD: The formal acceptance by the Department of a Bid.
101.06 BASE COURSE: One or more layers of specified material of designed thickness placed on a subgrade or a subbase to support a surface course.
101.07 BID: See Proposal.
101.08 BID ITEM: A specifically described unit of work for which a price is requested in the Proposal.
101.09 BIDDER: A qualified individual, firm or corporation, or combination thereof, submitting a written Proposal for The Work advertised.
101.10 BOARD: The State Transportation Board.
101.11 BRIDGE: A structure, including supports, erected over a depression or an obstruction, such as water, a highway or a railway, etc., and having a track or passageway for carrying traffic, water or other moving loads and having an opening measured along the center of the roadway of more than 6 m between undercopings of abutments or extreme ends of openings for multiple boxes.
BRIDGE LENGTH: The overall length of a structure measured along the center of the roadway between backs of abutment backwalls or between ends of bridge floor.
BRIDGE ROADWAY WIDTH: The clear width of a structure measured at right angles to the center of the roadway between the bottom of curbs or, if curbs are not used, between the inner faces of parapet or railing.
BRIDGE COMPLETE: An entire bridge including its substructure and superstructure.
COMPLETED BRIDGE SITE: Unless otherwise shown on the Plans or indicated in the Proposal, a Completed Bridge Site is one in which all grading is completed to subgrade elevation (except for the stage construction providing a bench for the end bent). The minimum acceptable length of completed fulldepth embankment sh.all equal the maximum width of fill between slope
2

101.20

stakes at the particular end of bridge. This minimum length of full-depth

embankment will be measured along the roadway centerline away from the

end-of-bridge station.

In cut sections, a Completed Bridge Site shall be considered to be complete

when the excavation is down to the subgrade elevation and extends 15 m

beyond the outer limits of the bridge in each direction.

In all cases, positive surface drainage shall be in place and functioning and

all temporary erosion control measures shall be installed, functioning, and

maintained.

.

101.12 CALENDAR DAY: Every day shown on the calendar beginning at 12:00 midnight.

101.13 DELETED:

101.14 COMMISSIONER: The Commi!,!sioner of the Department of Transportation.

101.15 COMPLETION DATE: The calendar date by which the Contract shall be completed when such date is shown in the Proposal in lieu of the stipulation of a number of available days or calendar days.

101.16 CONTRACT: The written agreement between the Department and the Contractor setting forth the obligations of the parties thereunder, including, but not limited to, the performance of The Work, the furnishing of labor and materials, and the basis of payment.
The Contract includes the Advertisement, Proposal, Contract Form and Contract Bond, Specifications, Supplemental Specifications, Special Provisions, general and detailed Plans, Notice to Proceed, and also any Supplemental Agreements that are required to complete the construction of The Work in an acceptable manner, including authorized extensions thereof, all of which constitute one instrument. No oral agreement or orders are to be considered as valid or as a part of the Contract.

101.17 CONTRACT BOND (PERFORMANCE AND PAYMENT BOND): The approved form of security executed by the Contractor and his Surety or Sureties, which guarantees complete execution of the Contract and all Supplemental Agreements pertaining thereto, and the payment of all legal debts pertaining to the construction of the Project.

101.18 CONTRACT ITEM (PAY ITEM): A specifically described unit of work for which a price is provided in the contract.

101.19 CONTRACT TIME: The number of available days or calendar days

allowed for the completion of the Contract, including authorized time

extensions.

.

If a Completion Date is shown in the Proposal, the Contract Time then

shall be the period between the issuance of the Notice to Proceed and the

calendar date shown in the Proposal as the completion date.

101.20 CONTRACTOR: The individual, firm, corporation or combination thereof or governmental organization contracting with the Department for performance of prescribed work.
3

101.21
101.21 CULVERT: Any structure under the roadway with a clear opening of six meters or less measured along the center of the roadway.
101.22 DEPARTMENT: The Department ofTransportation, State of Georgia.
101.23 EASEMENT: A right, other than the acquisition of title, acquired to use or control property for a designated purpose.
101.24 ENGINEER: The Chief Engineer of Georgia, acting directly or through a duly authorized representative.
101.25 EQUIPMENT: All machinery, apparatus, and tools necessary for the proper construction and acceptable completion of The Work, plus the necessary repair parts, tools, and supplies for upkeep and maintenance.
101.26 EXTENSION AGREEMENT: A written agreement entered into by and between the Department and the Contractor, with the written assent of the surety, extending The Work beyond its original boundaries and prescribing additional work to be done including the basis of payment and time allowed for completion.
101.27 EXTRA WORK: An item of work not provided for in the Contract as awarded but found essential to the satisfactory completion of the Contract within its intended scope.
101.28 FORCE ACCOUNT: A method of payment for Extra Work when a Supplemental Agreement is not arrived at between the Engineer and the Contractor.
101.29 GENERAL TERMS: Whenever the following words or similar terms appear herein, they shall be understood to imply ''by or to the Engineer," unless the context clearly indicates a different meaning:
"acceptable," "approved," "authorized," "called for," "considered necessary," "contemplated," "deemed," "designated," "directed," "established," "given," "indicated," "ordered," "permission," "permitted," "required," "satisfactory," "specified," "sufficient," "suitable," "suspended," "unacceptable," "unsatisfactory," "unsuitable."
101.30 HIGHWAY-ROAD-8TREET: Each of these words is a general term denoting a public way for the purpose of vehicular travel including the entire area within the Rights Of Way.
101.31 HOLIDAYS: In the State of Georgia, holidays occur on: January 1, New Year's Day. 3rd Monday in January, King's Birthday. January 19, Lee's birthday. 3rd Monday in February, Washington's birthday. April 26, Confederate Memorial Day. Last Monday in May, National Memorial Day. July 4, Independence Day. 1st Monday in September, Labor Day 2nd Monday in October, Columbus Day. November 11, Veterans' Day.
4

101.46
4th Thursday in November, Thanksgiving Day. December 25, Christmas Day.
If any of these Holidays fall on Sunday, the following Monday is considered to be the Holiday; if any of the Holidays fall on Saturday, the preceding Friday is considered to be the Holiday.
101.32 INSPECTOR: The Engineer's authorized representative assigned to make a detailed inspection of Contract performance of any or all portions of The Work or materials thereof.
101.33 INVITATION FOR BIDS: See "Advertisement."
101.34 LABORATORY: The testing laboratories of the Department or any other testing laboratory which may be designated by the Engineer.
101.35 LIQUIDATED DAMAGES: The fixed charges assessed against the successful Bidder or the Contractor for failure to execute the Contract or to complete the Contract within the Contract Time.
101.36 MATERIALS: Any substances specified for use in the construction of The Work.
101.37 MATERIALS ALLOWANCE: Payment for materials on hand as defined in Sub-Section 109.07., not to be confused with Partial Payments for work completed.
101.38 MEDIAN: The portion of a divided highway separating the traveled ways for traffic moving in opposite directions.
101.39 MINOR STRUCTURES: Any structure not defined as a bridge.
101.40 NOTICE TO CONTRACTORS: A written Notice soliciting Proposals, mailed to Contractors, suppliers and others in the Construction Industry, which will indicate with reasonable accuracy the quantity and location of The Work to be done or the character and quantity of the material to be furnished and the time and place of the opening of Proposals.
101.41 NOTICE TO PROCEED: Written notice to the Contractor to proceed with the Contract Work.
101.42 PAVEMENT STRUCTURE: The combination of subbase, base course, and surface course placed on a subgrade to support the traffic load and distribute it to the roadbed.
101.43 PAY ITEM: See "Contract Item."
101.44 PERFORMANCE AND PAYMENT BOND: See "Contract Bond."
101.45 PLANS: The approved plans, profiles, typical cross-sections, working drawings and supplemental drawings or exact reproductions thereof, which show the location, character, dimensions, and details of The Work.
101.46 PREQUALIFICATION: The procedure established and administered by the Department by virtue of which prospective Bidders are required to establish their responsibility and competence in advance of
5

101.47
submission of Proposals.
101.47 PROJECT: The specific section or sections of the highway together with all appurtenances and construction to be performed thereon under the Contract.
101.48 PROPOSAL: The offer of a Bidder, on the prescribed form, to perform The Work and to furnish the labor and materials at the prices quoted.
101.49 PROPOSAL GUARANTY: Acceptable surety furnished by a bidder as a guaranty that he will enter into a contract and will furnish contract performance and payment bonds if a contract is awarded to him.
101.50 RIGHT OF WAY: A general term denoting land, property, or interest therein, usually, but not required to be, in a strip, acquired for or devoted to a highway and its appurtenant structures.
101.51 ROADBED: The graded portion of a highway within top and side slopes, prepared as a foundation for the pavement structure and shoulder.
101.52 ROADSIDE DEVELOPMENT: Those items necessary to the complete highway which provide for the preservation of landscape materials and features; the rehabilitation and protection against erosion of all areas disturbed by construction through seeding, sodding, mulching and the placing of other ground covers; such suitable planting and other improvements as may increase the effectiveness and enhance the appearance of the highway.
101.53 ROADWAY: The portion of a highway within the limits of construction.
101.54 SALVAGED MATERIAL: Material having value which is to be removed, preserved or stockpiled as directed for later use by the Department. Specific reference is made to Sub-Section 610.02.A.
101.55 SHALL OR WILL, SHOULD, MAY: As used in these Specifications, the following definitions apply:
SHALL or WILL-A mandatory condition. When certain requirements are described with the "shall" or "will" stipulation, it is mandatory that the requirements be met.
SHOULD-An advisory condition. Considered to be recommended but not mandatory.
MAY-A permissive condition. No requirement is intended.
101.56 SHOULDER: The portion of the roadway contiguous with the traveled way for accommodations of stopped vehicles, for emergency use, and for lateral support of base and surface courses.
101.57 SIDEWALK: That portion of the roadway primarily constructed for the use ofpedestrians.
101.58 SKEW OR SKEW ANGLE: The acute angle between the centerline of the roadway and a line parallel to a pier, bent, or abutment of a bridge or parallel to the centerline of a culvert.
101.59 SPECIAL PROVISIONS: Additions or revisions to the Standard or
6

101.74
Supplemental Specifications, applicable to an individual Project.
101.60 SPECIFICATIONS: A general term applied to all directions, provisions and requirements pertaining to performance of The Work.
101.61 STANDARD SPECIFICATIONS: A publication titled: "DEPARTMENT OF TRANSPORTATION, STATE OF GEORGIA
STANDARD SPECIFICATIONS, CONSTRUCTION OF TRANSPORTATION SYSTEMS". Transportation Systems are defined as all modes of transportation, including but not limited to, highways, airports, rail and ports.
101.62 CHIEF ENGINEER: The Engineering Executive appointed by the State Transportation Board, or other authority as may be provided by law, and acting for the Department within the authority and scope of duties assigned.
101.63 STATE: The State of Georgia.
101.64 STATION: When used as a term of measurement will be 1 km measured horizontally.
101.65 STRUCTURES: Bridges, culverts, catch basins, drop inlets, retaining walls, cribbing, manholes, endwalls, buildings, sewers, service pipes, underdrains, foundation drains, and other features which may be encountered in The Work and not otherwise classified herein.
101.66 SUBBASE: The layer or layers of specified or selected material of designed thickness placed on a subgrade to support a base course.
101.67 SUBCONTRACTOR: Any individual, firm, corporation, or combination thereof to which the Contractor with the written consent of the Department sublets any part of the Contract.
101.68 SUBGRADE: The top surface of a roadbed upon which the pavement structure and shoulders are constructed-generally the top 300 mm in cuts and fills.
101.69 SUBGRADE TREATMENT: Modification of subgrade material by stabilization.
101.70 STABILIZATION: Modification of soils or aggregates by incorporating materials which will increase load bearing capacity, firmness, and resistance to weathering or displacement.
101.71 SUBSTRUCTURE: All of that part of the bridge structure below the bearings of simple and continuous spans, skewbacks of arches and top of footings of rigid frames, including backwalls, wingwalls and wing protection railings.
101.72 SUPERINTENDENT: The Contractor's authorized representative directly and solely responsible for the supervision and direction of The Work.
101.73 SUPERSTRUCTURE: The entire bridge structure except the substructure.
101.74 SUPPLEMENTAL AGREEMENT: A written agreement entered into by and between the Department and the Contractor, with the written assent of the Surety, covering modifications or alterations to the original Contract, and
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101.75
establishing any necessary new Contract Items, any other basis of payment, and any time adjustments for The Work affected by the changes. This Agreement becomes a part of the Contract when properly executed and approved.
101.75 SUPPLEMENTAL SPECIFICATIONS: Approved additions to or revisions of the Standard Specifications.
101.76 SURETY: The corporation, partnership or individual, other than the Contractor, executing a Bond furnished by the Contractor.
101.77 DELETED:
101.78 THE WORK: The Work shall mean the furnishing of all labor, materials, equipment, superintendence and other incidentals necessary or convenient to the successful completion of the Project and the carrying out of all the duties and obligations imposed by the Contract.
101.79 TITLES (OR HEADINGS): The titles or headings of the Sections and Subsections in these Specifications are intended for convenience of reference and shall not be considered as having any bearing on the interpretation of the Specifications.
101.80 TRAVELED WAY: The portion of the roadway for the movement of vehicles, exclusive of shoulders and auxiliary lanes.
101.81 TREASURER: The Treasurer of the Department ofTransportation.
101.82 WORKING DRAWINGS: Any supplementary drawings or similar data which the Contractor is required to submit to the Engineer for approval including but not limited to stress sheets, shop drawings, erection plans, falsework plans, framework plans, cofferdam plans, and bending diagrams for steel.
101.83 WORK ORDER: A written order requiring performance by the Contractor, signed by the Engineer with authority to negotiate changes in the Contract.
SECTION lO2-BIDDING REQUIREMENTS AND CONDITIONS
102.01 PREQUALIFICATION OF BIDDERS: Prior to submitting a bid in excess of $500,000.00, the Bidder shall have prequalified with the Department and received a Certificate of Qualification in accordance with the Rules and Regulations approved and adopted by the State Transportation Board. Bidders submitting bids of $500,000.00 or less may be exempt from prequalification requirements. In addition, the aggregate total amount that a Nonprequalified Bidder may have under contract shall not exceed $2,000,000.00.
Bidders intending to consistently submit Proposals shall prequalify at least once a year. However, qualifications may be changed during that period upon the submission of additional favorable reports or upon unsatisfactory performance. In addition, the Department reserves the right at any time to require the Contractor to furnish a current financial and experience statement.
102.02 COMPETENCY OF BIDDERS: The Department may limit the
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102.05
amount of work awarded to any Contractor, based on the information furnished the Department in the Prequalification process. The Department may also limit the aggregate amount of work awarded to any nonprequalified Contractor.
The Department may refuse any Contractor Proposals to bid on additional work if the Contractor is behind schedule on work he has with the Department, as determined from the Progress Schedule caned for in the Specifications. This refusal will apply to all applications for Proposals, made in the name of an individual, firm, partnership or corporation with which the delinquent Contractor is affiliated.
102.03 CONTENTS OF PROPOSAL FORMS: Upon request, the Department will furnish the prospective Bidder with a Proposal Form. This form will state the location and description of the contemplated construction and will show the approximate estimate of the various quantities and kinds of work to be performed or materials to be furnished, and will have a schedule of Items for which Unit Bid prices are invited. The Proposal Form will state the time in which The Work must be completed, the amount of the Proposal Guaranty, and the date of the opening of Proposals. The Form will also include any Special Provisions or requirements which vary from or are not contained in the Standard Specifications. Also included with each Proposal Form will be a Certificate of Current Capacity, a report form entitled "Status of Contracts on Hand," and a Non-Collusion Certificate. All papers bound with or attached to the Proposal Form are considered a part thereof and must not be detached or altered when the Proposal is submitted. The Plans, Specifications and other documents designated in the Proposal Form, will be considered a part of the Proposal whether attached or not. The prospective Bidder will be required to pay the Department the sum stated in the Notice to Contractors for each copy of the Proposal Form and each set of Plans.
102.04 INTERPRETATION OF ESTIMATES: The quantities of work to be performed and materials to be furnished to complete the construction of The Work as shown on the Plans and contained in the Proposal are approximate and are to be used for comparing Bids. The Department does not guarantee that the quantities indicated on the Plans or given in the Proposal will be the actual construction quantities. The Contractor shan not plead deception or misunderstanding because of variation from these quantities or minor variations from the locations, or character of The Work. Payment to the Contractor will be made only for the actual quantities of work performed in accordance with the Plans and Specifications. If, when construction is completed, the actual quantities are more or less than the quantities given in the Proposal, the Unit Prices Bid in the Proposal will still prevail, except as otherwise provided in Sub-section 104.03 and Sub-Section 109.05.
102.05 EXAMINATIONS OF PLANS, SPECIFICATIONS, SPECIAL PROVISIONS, AND SITE OF THE WORK: The Bidder is expected to examine carefully the site of the proposed work, the Proposal, Plans, Specifications, Supplemental Specifications, Special Provisions and Contract forms before submitting a Proposal. The submission of a Proposal shall be considered prima facie evidence that the Bidder has made such examination
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102.06
and is satisfied as to the conditions to be encountered in performing The Work and as to the requirements of the Plans, Specifications, Supplemental Specifications, Special Provisions and Contract.
It is the obligation of the Bidders to make their own interpretation of all subsurface data that may be available as to the nature and extent of the materials to be excavated, graded, or driven through. Such information, if available and furnished to the Bidders by the Department, does not in any way guarantee the amount or nature of the material which may be encountered.
102.06 PREPARATION OF PROPOSAL: The Bidder shall submit a Proposal on the form furnished by the Department. The blank spaces on the Proposal must be filled in correctly for each Pay Item (except alternate items) and the Bidder must write in ink the Unit Price or a Lump Sum Price as called for in the Proposal for each Pay Item listed therein, and shall also show the products of the respective Unit Prices and quantities and the total amount of the Bid by adding the amounts of the several Bid Items. In the event of a discrepancy in any ofthe figures, the Unit Price will govern and the Bid will be recalculated.
When alternate Bids are requested, the Bidder will have the discretion to submit a Bid Price on one or more of the types shown, unless otherwise designated.
The Non-Collusion Certificate on the Department's standard form included in the proposal must be executed.
The Certificate of Current Capacity must be executed under oath and substantiated by the report of Status of Contracts on Hand.
If the Proposal is made by an individual, the individual's name and post office address must be shown; if by a partnership, the name and post office address of one member of the partnership must be shown; if by a corporation, the Proposal must show the name, title and business address of the officer signing the Proposal. The Bidder's Proposal shall be signed in ink by the individual, by one or more members of a partnership, or by one or more of the officers of a corporation, whichever is applicable. In the event of a joint venture, the Proposal shall be signed in ink by each individual involved, by each partnership through one or more of its members, or by each corporation through one or more officers of the corporation, whichever is applicable. Proposals not properly signed will be disqualified and rejected.
102.07 REJECTION OF PROPOSALS: Proposals may be rejected as irregular if their consideration is conditioned upon the acceptance or rejection of other Proposals submitted by the same Bidder, if the Certificate of Current Capacity is not executed under Oath and substantiated, or if a Unit Price is not shown for each Pay Item. In the case of Alternate items, Unit Prices for only one will be required unless otherwise indicated. The Department reserves the right to disqualify and reject any Proposal which is not properly signed in accordance with the requisite of Sub-Section 102.06.
A. COLLUSION: Any and all Proposals will be rejected if the Department believes that collusion exists among the Bidders and no participant in such collusion may submit future Proposals for the same work. The Department reserves the right to review and to refuse to consider any Proposal if the
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102.09
Bidder fails to execute the Non-Collusion Certificate.
B. SINGLE PROPOSALS: Only one Proposal from any person, partnership or corporation under the same or different names shall be submitted on any Project.
C. UNBALANCED BIDS: Proposals may be rejected if any ofthe Unit Prices are obviously unbalanced. The Department will decide whether any Unit Prices are unbalanced either excessively above or below a reasonable cost analysis value determined by the Engineer, particularly if these unbalanced amounts are substantial and contrary to the interest ofthe Department.
D. OMISSIONS AND ALTERATIONS: Proposals may be rejected as irregular if they show any omissions, alterations of form, additions or conditions not called for, unauthorized alternate bids, erasures or changes not initialed or other irregularities.
E. DEBTS: The Department reserves the right to reject Proposals from Bidders who have not paid or satisfactorily settled all legal debts due on other Contracts at the time Proposals are received.
F. TECHNICALITIES: The Department reserves the right to reject any and all Proposals and to waive technicalities at any time before the Contract has been signed by the Department.
G. NON-PREQUALIFIED BIDDERS: Proposals submitted in excess of $500,000.00 by nonprequalified contractors under Rule 672-5-0.6 of the Department's Rules and Regulations Governing the Prequalification of Prospective Bidders will be disqualified and rejected.
H. FAILURE TO LIST DISADVANTAGED BUSINESS ENTERPRISE (DBE) PARTICIPANTS: If the contract has an established DBE goal, the Department reserves the right to reject and disqualify any proposal if the bidder has failed to list bona fide DBE participants with sufficient participation to achieve at least the established goal. The Department may consider for award a proposal with less participation than the established goal ifboth:
1. The bidder can demonstrate that no greater participation could be obtained and;
2. The participation proposed by the low bidder is not substantially less than the participation proposed by the other bidders on the same contract.
102.08 PROPOSAL GUARANTY: No Proposal will be considered unless it is accompanied by a Proposal Guaranty of the character and in an amount not less than the amount indicated in the Proposal. Each bid submitted must be accompanied by a separate Proposal Guaranty. No Proposal Guaranty will be considered to cover any Bid except the one to which it is attached.
102.09 DELIVERY OF PROPOSALS: Each Proposal, together with the Proposal Guaranty, shall be submitted in a sealed envelope so marked as to identify its contents without being opened. Proposal forms are not transferable. Proposals will be received until the time and date set in the Notice to
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102.10
Contractors for opening and must be in the hands of the officials indicated by that time. Proposals received after the time established for opening of Bids will be returned unopened to the Bidder.
102.10 WITHDRAWAL OR REVISION OF PROPOSALS: Any Bidder may withdraw their company's Proposal before the time set for opening by submitting a DEPARTMENT OF TRANSPORTATION BID PROPOSAL WITHDRAWAL FORM, completed by an authorized officer of the company, whose signature is legally binding upon said company, or by telegram, letter, or facsimile transmission received prior to opening and verified by the Department.
The Bidder may submit a Bid change by letter, telegram, or facsimile transmission either of which must be verified by the Department, and the fact that such change has been received will be announced when the Bid is opened.
Under -no circumstances will the Department change a sealed bid prior to the time of opening.
102.11 PUBLIC OPENING OF PROPOSALS: Proposals will be opened and read publicly at the time and place stated in the Notice to Contractors. Bidders and their authorized agents are invited to be present.
102.12 MATERIAL GUARANTY: The Department reserves the right before the Contract is awarded to require the Bidder to furnish a complete statement of the'origin, composition and manufacture of any or all materials to be used in the construction ofThe Work, together with samples, which samples may be subjected to the tests provided for in the Specifications to determine their quality and fitness for The Work.
102.13 COMBINATION OR CONDITIONAL PROPOSALS: If the Department so elects, proposals may be issued for projects in combination and/or separately, so that bids may be submitted either on the combination or on separate units of the combination. The Department reserves the right to make awards on combination bids or separated bids to the best advantage of the Department. No combination of bids, other than those specifically set up in the proposals by the Department, will be considered. Separate contracts will be written for each individual project included in the combination.
Conditional proposals will be considered only when so stated in the special provisions.
102.14 LANDSCAPE PROJECTS: Only qualified Landscape Contractors shall submit bids for Landscape Projects. Qualifications required are as follows:
1. The Contractor shall ensure that all nursery stock used on this project is obtained from a State certified nursery. All work done by the Contractor on this project shall be done under the direct supervision of a licensed nurseryman.
2. The Contractor shall have a certified pesticide operator's license for the State of Georgia and shall furnish evidence of such with this bid.
3. The Contractor shall have satisfactorily executed landscape plantings of
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103.05
a similar nature and shall furnish with the bid a certified statement of such compliance.
SECTION I03-AWARD AND EXECUTION OF CONTRACT
103.01 CONSIDERATION OF PROPOSALS: After the Proposals are opened and read, the correct sum ofthe products of the quantities shown in the Proposal multiplied by the Unit Prices Bid will be considered the amount of the Bid. If there is a discrepancy between Unit Bid Prices and extensions, the Unit Bid Price shall govern in accordance with Sub-Section 102.06. In determining Unit Bid Prices fractional parts of a cent less than one onethousandth cent ($0.00001) will not be considered significant and will be dropped. The amounts will then be compared and the results of this comparison will immediately be made public. Until the final Award of the Contract, however, the right will be reserved to reject any and all Proposals, to waive technicalities, to advertise for new Proposals, or to proceed to do The Work otherwise if the interest ofthe Department will be promoted thereby.
103.02 AWARD OF CONTRACT: If a Contract is Awarded, it will be Awarded to the lowest reliable bidder whose Proposal shall have met all the prescribed requirements. The Contract will be Awarded, if at all, within 30 calendar days after the opening of the Proposals, unless a longer period is specified in the Proposal or the successful Bidder agrees in writing a longer period for the Award. The Award of Contracts involving work financed entirely or in part by Federal funds is conditioned upon the concurrence of the Federal agency involved.
The successful Bidder will be notified by a telegram, letter, or facsimile transmission to the FAX number or the address shown on the Proposal that the Bid has been accepted and that the Bidder has been Awarded the Contract.
103.03 CANCELLATION OF AWARD: The Department reserves the right to cancel the Award of any Contract at any time before the execution of said Contract by all parties without any liability against the Department.
103.04 RETURN OF PROPOSAL GUARANTY: All Proposal Guaranties except that of the low Bidder will be returned immediately following the Award of the Contract. The Guaranty of the successful Bidder to whom the Award is to be made will be retained until the Contract and the Contract Bond have been signed and approved. The Department reserves the right to return all Proposal Guaranties by registered or certified mail and its responsibility pertaining to them will end when they are mailed.
103.05 REQUIREMENTS OF PERFORMANCE AND PAYMENT BONDS: At the time of the execution of the Contract, and as a part thereof, the successful Bidder shall furnish Performance and Payment Bonds each in a sum equal to the full amount of the Contract. The Bonds shall be made on forms furnished by the Department and executed by the Contractor and a Surety Company acceptable to the Department, authorized to do business in
13

103.06
Georgia. In the event the Bond is made by an out of State Agent, it shall be countersigned by a Georgia Resident Agent in accordance with the laws of Georgia.
103.06 EXECUTION AND APPROVAL OF CONTRACT: The Contract shall be signed by the successful Bidder and returned within 15 calendar days after the date of the letter transmitting the Contract to the Bidder. If the Contract is not executed by the Department within 30 calendar days following receipt from the Bidder of the signed Contract, unless a longer period is specified in the Proposal or the successful Bidder agrees in writing to a longer period, the Bidder shall have the right to withdraw his Bid without penalty. No Contract shall be considered as effective until it has been fully executed by all of the parties.
103.07 FAILURE TO EXECUTE CONTRACT: Failure to execute the Contract and file acceptable Bonds within 15 calendar days after the date of the letter transmitting the Contract to the Bidder shall be just cause for the cancellation of the Award and forfeiture of the Proposal Guaranty which shall become the property of the Department, not as a penalty, but in liquidation of damages sustained.
SECTION l04-SCOPE OF WORK
104.01 INTENT OF CONTRACT: The intent of the Contract is to provide for the construction and completion in every detail of The Work described. The Contractor shall furnish all labor, materials, equipment, tools, transportation and supplies required to complete The Work in accordance with the Plans, Specifications and terms of the Contract.
104.02 SPECIAL WORK: Should any construction or conditions not thoroughly or satisfactorily stipulated and set forth by the Standard Specifications, and Supplements thereto, be anticipated on any proposed work, Special Provisions for such work will be included in the Proposal and the Contract as a part thereof. Should any such Special Provisions contain requirements in conflict with the Standard Specifications and Supplements thereto, the Special Provisions will govern.
104.03 ALTERATION OF PLANS OR CHARACTER OF WORK:
A. AUTHORITY TO MAKE CHANGES: The Department reserves the right to make, at any time during the progress of The Work, such increases or decreases in quantities and such alterations in the details of construction, including alterations in the grade or alignment of the road or structure or both, as may be found necessary or desirable. Such increases or decreases and alterations shall not invalidate the contract nor release the Surety, and the Contractor agrees to perform The Work as altered, the same as if it had been a part of the original Contract. Whenever an alteration in character of work involves a substantial change in the nature of the design or in the type of construction or
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104.03
materially increases or decreases the cost of performance, a Supplemental Agreement acceptable to both parties shall be executed before work is started on such alteration, except that in the absence of a Supplemental Agreement acceptable to both parties, the Engineer may direct that the work be done by Force Account. Any Force Account Agreement must be in writing, specifying the terms of payment, signed by the State Construction Engineer and agreed to in writing by the Contractor.
All work shall be performed as directed and in accordance with the Specifications.
B. NO WAIVER OF CONTRACT: Changes made by the Engineer will not be considered to waive any of the provisions of the Contract, nor may the Contractor make any claim for loss of anticipated profits because of the changes, or by reason of any variation between the approximate quantities and the quantities of work as done.
C. CERTAIN ITEMS NOT LIMITED: The quantities of all types of excavation, embankment when a Pay Item, perforated underdrain pipe, ditch paving, subgrade treatment materials, stabilizers, extra depth of concrete including its reinforcement, piling, guardrail, asphaltic concrete leveling, erosion control items, traffic control items, slope paving, bridge rip-rap, filter fabric or any other items that cannot conveniently be determined accurately until after the Work is in progress, and any increase or decrease in these quantities, whatever the amount, will be considered normal overruns or underruns. The Engineer has unlimited authority to increase or decrease these quantities.
D. CHANGES IN OTHER QUANTITIES: The Engineer may increase or decrease the quantities of any and all other Pay Items, without changing the Unit Prices Bid, provided that the sum total of such changes, exclusive of changes in those items covered in Sub-Section 104.03.C, does not increase or decrease the original Contract Amount by more than 20 percent.
E. CHANGES TO ORIGINAL LENGTH OR COST OF PROJECT: The Engineer has the authority to extend or reduce the total length or total cost of the Project by as much as 20 percent. The provisions of Sub-Section 104.03.C, covering overruns or underruns of certain Pay Items apply also to overruns or underruns in quantities resulting from an extension or reduction in the length of the Project. If the Project is extended in length an Extension Agreement will be executed. If the Extension Agreement calls for Pay Items already in the Contract, The Unit Prices for such Items will not be changed except as provided in Sub-Sections 104.03.A, Band D. New work for which no Unit Prices have been Bid will be paid for as Extra Work as defined in Sub-Section 104.04.
F. RAILROAD GRADE SEPARATION STRUCTURES: Changes in design or construction features of railroad grade separation structures must be submitted to the Engineer of the railroad for approval. The Department will diligently expedite all correspondence with the railroad officials, but
15

104.04
will not be responsible to the Contractor for any delay to the Contractor's work resulting from delay in securing the necessary approval. The Engineer will give due consideration to such delays in determining the time for completion of the Contract.
104.04 EXTRA WORK: The Contractor shall perform unforeseen work, for which there is no price included in the Contract, whenever it is necessary or desirable in order to complete fully the work as contemplated. Such work shall be performed in accordance with the Specifications and as directed, and will be paid for as provided in Sub-Section 109.05.
104.05 MAINTENANCE DURING CONSTRUCTION:
A. The Contractor shall maintain the project from the beginning of construction operations until maintenance acceptance or final acceptance of the project, except as otherwise provided in Sub-Section 104.05.B. This maintenance shall constitute continuous and effective work prosecuted day by day with adequate equipment and forces to the end that the roadway or structures are kept in satisfactory condition at all times. This includes signing, pavement markings, and traffic control devices as outlined in the Manual on Uniform Traffic Control Devices, Section 150, Project Plans and Special Provisions for Traffic Control. All existing guardrail, signs, pavement, pavement markings, bridge handrail and other safety appurtenances shall also be maintained in a safe and satisfactory condition. The Contractor shall not allow vegetative growth at any time to obstruct signs, delineation, traffic movements, or sight distance. The Contractor shall, at intervals not to exceed six months, clean up and remove litter and debris; remove all weeds from around guardrail, barrier, poles, standards, utility facilities, and other structures; and cut or trim trees, bushes or tall grass. These requirements shall apply to all areas within the project termini and lateral limits. For projects or segments of projects with staging which requires that traffic be maintained through the project limits during the prosecution of the Work, the Contractor shall assume all responsibility for damage to the work until either maintenance acceptance or final acceptance of the section or project. On projects constructed with traffic relocated to an alternate roadway or projects constructed on new location, the Contractor shall be responsible for all damage to the work. until the Department directs that the project be opened to traffic. At that time the Contractor will no longer be responsible for traffic related damage to the work other than that attributable to the contractor's actions or inadequate construction. The Department may direct, however, that traffic related damage be repaired at existing unit prices or as extra work as provided for in Sub-Section 104.04. All costs for maintenance of traffic shall be as provided in Section 150. All other maintenance costs during construction and before the project is accepted will be included in the contract unit prices and the Contractor will not be paid an additional amount.
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104.05
B. MAINTENANCE OF TRAFFIC DURING SUSPENSION OF WORK: During any suspension of work ordered by the Engineer, the Contractor shall make passable and shall open to traffic such portions of the Project and temporary roadways, special detours, or portions thereof as may be agreed upon between the Contractor and the Engineer for the temporary accommodation of necessary traffic during the anticipated period of suspension. Thereafter, and until an issuance of an order for the resumption of construction operations, the maintenance of the temporary route or line of travel agreed upon will be by and at the expense of the Department. When work is resumed, the Contractor shall replace or renew any work or materials lost or damaged because of such temporary use of the Project; shall remove to the extent directed by the Engineer any work or materials used in the temporary maintenance thereof by the Department; and shall complete the Project in every respect as though its prosecution had been continuous and without interferences. All additional work caused by such suspensions, for reasons beyond the control of the Contractor, will be paid for by the Department at Contract prices or by Force Account.
C. MAINTENANCE DIRECTED BY THE ENGINEER: If the Engineer directs special maintenance for the benefit of the traveling public, the Contractor will be paid on the basis of Unit Prices or under Sub-Section 104.04 - Extra Work. The Engineer will be the sole judge of work to be classed as special maintenance.
D. DETOURS OUTSIDE RIGHT-OF-WAY: The Department will be responsible for the construction and maintenance of detours outside the right-of-way except where otherwise provided for in the Contract.
E. SPECIAL DETOURS: When the proposal contains Bid Items which provide for construction, maintenance, and removal of detour bridges or roads, the payment for such items shall cover all cost of constructing and maintaining such detour or detours, including the construction of any and all temporary bridges and accessory features and the removal of the same, and obliteration of the detour road, except as otherwise provided in SubSection 1t>4.05.B. Right-of-way for temporary highways or bridges called for under this Sub-Section will be furnished by the Department.
F. DELAYS TO TRAFFIC: Two-way traffic shall be maintained at all times, unless otherwise approved. The Contractor shall not stop traffic without permission of the Engineer. When one-way traffic is approved, the Contractor shall provide the necessary flagmen to direct such traffic. When specified in the Proposal, pilot vehicles shall be furnished by the Contractor.
G. Maintenance of overhead sign lighting within major construction or reconstruction Projects shall be performed by the Contractor at no additional cost to the Department. All required repairs shall be made within forty-eight (48) hours. In the event such repairs are not made within the specified time they
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104.06
shall be performed by State Forces and the cost thereof deducted from any monies due or which may become due the Contractor.
104.06 RIGHT IN AND USE OF MATERIALS FOUND ON THE WORK: Materials which have salvage value, as determined by the Engineer, shall remain the property of the Department and shall be utilized as directed by the Engineer. The Contractor, with the approval of the Engineer, may use on the Project such materials as may be found on the Project, and will be paid at the bid price for removal of the material. If the materials, after processing, are suitable for other items of work, the Contractor will also be paid for those items in which the material is incorporated except as otherwise provided for in these specifications. All of that portion of the materials so removed and used which was needed for use in the embankments, backfills, approaches, or otherwise, including proper allowance for swell, when. applicable, shall be replaced by the Contractor at no additional expense to the Department. When existing materials found on the Project, such as crushed stone base, which are to be reused directly in the work, the Contractor will not be paid the full Contract Price for the Item, but will be paid at the Contract Price minus the equivalent cost of new materials. The Contractor shall not excavate or remove any material without written authorization from the Engineer. The Contractor shall not make any claim upon the State for damages or loss of anticipated profits because of the expected use of any materials indicated on the Plans as existing and later found to be nonexistent or unfit for use. The Department does not warrant or guarantee the existence, quality, or quantity of materials indicated as existing on the Plans. If any sales tax is involved in materials found on the right-of-way and sold by the Contractor, the Contractor will be responsible for paying same.
Unless otherwise provided, the material from any existing old structure may be used temporarily by the Contractor in the erection of the new structure. Such material shall not be cut or otherwise damaged except with the approval ofthe Engineer.
Any material used by the Contractor and damaged during use, shall be replaced at no additional cost to the Department.
104.07 FINAL CLEANING UP: Before final acceptance, the highway borrow pits, and all ground occupied by the Contractor in connection with the Work shall be cleaned of all rubbish, excess materials, temporary structures, and equipment. All weeds and high grass shall be cut and disposed of. The right-of-way shall be mown, when directed by the Engineer in accordance with Sub-Section 700.08.A. All parts of the Work shall be left in an acceptable condition.
The disposal adjacent to the right-of-way of materials cleaned from the right-of-way will not be permitted, even with the permission of the property owner. Temporary buildings or other structures built for the Contractor's use and located within view of the right-of-way, constituting a hazard or making an unsightly appearance, shall be removed and disposed of as directed.
On specialty type contracts where the entire work consists of such specialty items as resurfacing, fencing, stripe painting, signing, highway
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104.08
lighting, and the like, the Contractor will not be required to clean up the Right Of Way beyond the .limits of construction, unless such clean up work is included in the Contract as a Pay Item. However, all of the Contractor's property shall be removed and the remaining Right Of Way left in a condition at least as good as it was before The Work was begun.
As to compliance or non-compliance with these provisions, as well as the obligations of the Contractor in relation thereto, the decision of the Chief Engineer shall be final and conclusive.
104.08 VALUE ENGINEERING:
A. APPLICABILITY: This Section applies to those cost reduction proposals initiated and developed by the Contractor for changing the Plans, Specifications or other requirements of the Contract. These provisions do not apply unless the proposal submitted by the Contractor is specifically identified as being presented as a Value Engineering Proposal (YEP) and the Contract amount is in excess of $50,000.00. The cost reduction proposals contemplated are those which would require a Supplemental Agreement modifying the Contract and would produce a savings to the Department by providing less costly items or methods than those specified in the Contract without impairing essential functions and characteristics including, but not limited to: service life, reliability, economy of operations, ease of maintenance and safety both during and after construction. These provisions are applicable to the prime Contract and include all subcontracts.
B. DOCUMENTATION: Value Engineering Proposals will be processed in the same manner as prescribed for any other alterations of the Contract requiring a Supplemental Agreement. As a minimum, the following information shall be submitted by the Contractor with each Value Engineering Proposal:
1. A description of the difference between the existing Contract requirement and the proposed change and the comparative advantages and disadvantages of each.
2. An itemization of the requirements of the Contract which must be changed and a recommendation of how to make such change. (e.g., a suggested revision).
3. A detailed estimate of the cost of performing the work under the Contract and under the proposed change.
4. A prediction of any effects the proposed changes would have on other costs to the Department including cost of related items and costs of maintenance and operation.
5. A statement of the time by which an agreement for adoption of the proposed changes must be executed.in order to obtain the maximum cost reduction during the remainder of the Contract, noting any effect on the Contract completion time or delivery schedule.
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104.08
6. The dates of any previous or concurrent submissions of the proposal, the Contract number(s) under which submitted and any previous actions by the Department, ifknown.
NOTE: If a VEP is similar to a change in the Plans or Specifications for the Project which is under consideration by the Department at the time said YEP is submitted, or if such YEP is based upon or similar to Standard Specifications, Special Provisions or Standard Plans adopted by the Department after the advertisement of the Contract, the Engineer will not accept such proposal and the Department reserves the right to make such changes without compensation to the Contractor under the provisions of this Section.
Proposed changes in the basic design of a bridge (i.e., concrete to steel or vice versa), or of a pavement type (i.e., rigid to flexible or vice versa), or in drainage structures (Le., concrete to steel or vice versa), will not be considered as an acceptable Value Engineering Proposal.
C. SUBMISSION: Value Engineering Proposals submitted by the Contractor will be processed as expeditiously as possible; however, the Department will not be liable for any delay in acting upon proposals submitted. The Contractor may withdraw, wholly or in part, any VEP not accepted by the Department within the time specified in Sub-Section 104.08.B.5.
D. ACCEPTANCE: The decision of the Engineer as to the acceptance or rejection of YEP shall be fmal and shall not be subject to the provisions of Sub-Section 105.13 (Claims for Adjustments and Disputes). The Engineer may accept, in whole or in part, before work has been completed, any YEP submitted pursuant to this Sub-Section and not withdrawn by the Contractor, by giving the Contractor written notice thereof reciting acceptance under this Sub-Section.
E. NOTIFICATION: The Contractor will be notified, in writing, of the Department's decision or rejection of each YEP submitted under these provisions. If a proposal is accepted, the necessary Contract modifications will be effected by execution of a Supplemental Agreement. Unless and until a VEP is effected by such Supplemental Agreement, the Contractor shall remain obligated to perform The Work in accordance with the terms of the existing Contract. Supplemental Agreements made as a result of this Sub-Section will state that they are made pursuant to it.
F. SHARING: In the event a YEP submitted by the Contractor under this Sub-Section is accepted, the Supplemental Agreement effecting the necessary modifications will establish the net savings agreed upon and will provide for an adjustment in Contract Prices that will divide the net savings between the Contractor and the Department in accordance with the following provisions:
50% of the net savings to the Contractor. 50% of the net savings to the Department.
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105.02
1. The Department reserves the right to include in the agreement any conditions it deems appropriate for consideration, approval and implementation of the YEP. The Contractor's 50 percent of the net savings shall constitute the full compensation for effecting all changes pursuant to the agreement. Development costs incurred by the Contractor and review costs incurred by the Department shall not be considered in computing the net savings ofthe YEP.
2. Restrictions and Disclosures: Upon acceptance and implementation of any YEP, any restrictions imposed by the Contractor on its use or disclosure of the information submitted shall be void. The Department shall thereafter have the right to use, duplicate and disclose, in whole or in any part, all data necessary in the utilization of the proposal.
SECTION lO5-CONTROL OF WORK
105.01 AUTHORITY OF THE ENGINEER: The Engineer will decide all questions which may arise as to the quality and acceptability of materials furnished, work performed, the rate of progress of The Work; the interpretation of the Plans and Specifications, and all questions as to the acceptable fulfillment of the Contract on the part of the Contractor. The Engineer will determine the quantities ofthe several kinds of work performed and materials furnished which are to be paid for under the Contract and the Engineer's determination shall be final.
The Engineer will have the authority to suspend The Work wholly or in part due to the failure of the Contractor to correct conditions unsafe for the workmen or general public; for failure to carry out provisions of the Contract, or for failure to carry out orders; for such periods as the Engineer may deem necessary due to unsuitable weather; for conditions considered unsuitable for the prosecution of The Work; or for any other condition or reason deemed to be in the public interest.
The Contractor may request and will receive written instructions from the Engineer upon any important items.
After the Contract has been executed, and before work begins, the Engineer may designate a time and place to hold a Preconstruction Conference with the Contractor. At such time, the Contractor shall furnish the Engineer with a Progress Schedule as provided in Sub-Section 108.03 unless this schedule has been specifically exempted by Special Provision. The Contractor will also be given a decision on any alternate Traffic Control Plan which the Contractor may have previously submitted.
Any matters pertaining to order of work, interpretation of Plans and Specifications, traffic control, utility adjustments, or others, may be discussed at the Preconstruction Conference.
105.02 PLANS AND WORKING DRAWINGS: Plans will show details of all structures, lines, grades, typical cross sections of the roadway, location and
21

105.03
design of all structures, and a summary of Items appearing in the Proposal. The Plans will be supplemented by such working drawings as are necessary
to adequately control the Work. Working drawings for structures shall be furnished by the Contractor and shall consist of such detailed Plans as may be required to adequately control The Work and which are not included in the Plans furnished by the Department. They shall include stress sheets, shop drawings, erection plans, falsework plans, cofferdam plans, bending diagrams for reinforcing steel or any other supplementary plans or similar data required of the Contractor. All working drawings must be approved by the Engineer and such approval shall not operate to relieve the Contractor of any responsibility under the contract for the successful completion ofThe Work. The Contract Bid Prices shall include the cost offurnishing all working drawings.
105.03 CONFORMITY WITH PLANS AND SPECIFICATIONS: All work performed and all materials furnished shall be in reasonably close conformity with the lines, grades, cross sections, dimensions and material requirements, including tolerances, shown on the Plans or indicated in the Specifications.
Plan dimensions and contract Specification values are to be considered as the target values to be strived for and complied with as the design values from which any deviations are allowed. It is the intent of the Specifications that the materials and workmanship shall be uniform in character and shall conform as nearly as realistically possible to the prescribed target value or to the middle portion of the tolerance range. The purpose of the tolerance range is to accommodate occasional minor variations from the median zone that are unavoidable for practical reasons. When either a maximum and minimum value or both are specified, the production and processing of the material and the performance of the work shall be so controlled that material or work will not be preponderantly of borderline quality or dimension.
In the event the Engineer finds the materials or the finished product in which the materials are used not within reasonably close conformity with the Plans and Specifications, but that reasonably acceptable work has been produced, the Engineer shall then make a determination if the work shall be accepted and remain in place. In this event, except in cases where the appropriate price adjustments are provided for in the specifications covering the materials and/or the finished product, a Supplemental Agreement will be executed documenting the basis of acceptance which will provide for an appropriate price adjustment in the Contract Price for such work or materials as the Engineer deems necessary to conform to his determination based on engineering judgment.
In the event the Engineer finds the materials or the finished product in which the materials are used or the work performed are not in reasonably close conformity with the Plans and Specifications, and have resulted in an inferior or unsatisfactory product, the work or materials shall be removed and replaced or otherwise corrected by and at the expense of the Contractor.
105.04 COORDINATION OF PLANS, SPECIFICATIONS, SUPPLE MENTAL SPECIFICATIONS, AND SPECIAL PROVISIONS: These Standard Specifications, the Supplemental Specifications, the Plans, Special Provisions, and all supplementary documents are essential parts of the
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105.05
Contract, and a requirement occurring in one is as binding as though occurring in all. They are intended to be complementary and to describe and provide for a complete work.
In cases of discrepancy, the governing descending order will be as follows:
1. Special Provisions 2. Project Plans including Special Plan Details 3. Supplemental Specifications 4. Standard Plans including Standard Construction Details 5. Standard Specifications
Calculated dimensions will govern over scaled dimensions. The Contractor shall take no advantage of any apparent error or omission in the Plans or Specifications. In the event the Contractor discovers such an error or omission, the Contractor shall immediately notify the Engineer. The Engineer will then make such corrections and interpretations as may be deemed necessary for fulfilling the intent of the Plans and Specifications.
A. SPECIFICATIONS OF OTHER ORGANIZATIONS: When work is specified to be done or when materials are to be furnished according to the published specifications of organizations other than the Department, the latest specifications published by those organizations at the time bids are received, shall apply unless otherwise specified. AASHTO Interim Specifications and ASTM Tentative Specifications will be considered effective on date of issue.
B. ITEM NUMBERS: The first 3 digits of any Item Number in the itemized Proposal designates the Specification Section under which the Item shall be constructed.
105.05 COOPERATION BY CONTRACTOR: The Contractor will be supplied with a minimum of two sets of approved Plans and Contract assemblies including Special Provisions, one set of which the Contractor shall keep available on The Work at all times.
The Contractor shall give the Work the constant attention necessary to facilitate the progress thereof, and shall cooperate with the Engineer, Inspectors, and other Contractors in every way possible.
The Contractor shall have on The Work at all times, as his agent, a competent Superintendent capable of reading and thoroughly understanding the Plans and Specifications, and thoroughly experienced in the type of work being performed who shall receive instructions from the Engineer or authorized representatives. The Superintendent shall have full authority to execute orders or directions of the Engineer without delay, and to promptly supply such materials, equipment, tools, labor, and incidentals as may be required. Such superintendence shall be furnished irrespective of the amount of work sublet.
The Superintendent shall notify the Engineer prior to starting any Pay Item Work. The Prime Contractor shall coordinate and be responsible to the Engineer for all activities of subcontractors.
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105.06
105.06 COOPERATION WITH UTILITIES: The Department will notify all utility companies, all pipe line owners, all railroad companies, or other parties affected, of Award of the Contract, giving the name and address of the Contractor and will assist the Contractor in arranging for all necessary adjustments of the public or private utility fixtures, pipe lines, and other appurtenances within or adjacent to the limits of construction.
Water lines, gas lines, wire lines, service connections, water and gas meter boxes, water and gas valve boxes, light standards, cableways, signals, railroad facilities, and all other utility appurtenances within the limits of the proposed construction which are to be relocated or adjusted are to be moved by the owners at their expense, except as otherwise provided for in the Special Provisions or as noted on the Plans.
It is understood and agreed that the Contractor has considered in the bid all of the permanent and temporary utility appurtenances in their present location or relocated positions both as shown on the Plans, and that no additional compensation will be allowed for any delays, inconvenience or damage sustained by the Contractor due to any interference from said utility appurtenances or the operation of moving them. Delays and interruptions to the controlling Item or Items ofthe work are covered in Sub-Section 107.21.G.
It shall be each utility owner's responsibility to plan with the Contractor a schedule of operations which will clearly set forth at which stage of the Contractor's operations the utility owner will be required to perform removal and relocation work.
105.07 COOPERATION BETWEEN CONTRACTORS: The Department reserves the right at any time to Contract for and perform other or additional work on or near The Work covered by the Contract.
When separate Contracts are let within the limits of anyone Project, each Contractor shall conduct his work so as not to interfere with or hinder the progress or completion of The Work being performed by other Contractors. Contractors working on the same Project shall cooperate with each other.
Each Contractor involved shall assume all1iability, financial or otherwise, in connection with his Contract and shall protect and save harmless the Department from any and all damages or claims that may arise because of inconvenience, delay, or loss experienced by him because of the presence and operations of other Contractors working within the limits of the same Project.
The Contractor shall arrange his work and shall place and dispose of the materials being used so as not to interfere with the operations of the other contractors within the limits of the same Project. He shall join his work with that of the others in an acceptable manner and shall perform it in proper sequence to that of the others. At the request of the Structure Contractor, the Engineer will designate an area within the right-of-way, adjacent to each structure, to be reserved for use by the Structure Contractor for Storage of Equipment and Materials necessary to construct the particular structure. So long as he occupies this area, the Structure Contractor shall be responsible for its maintenance. The Structure Contractor must relinquish this area, however, as it becomes practical to utilize completed portions of the structure.
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105.11
105.08 CONSTRUCTION STAKES, LINES AND GRADES: The Engineer will furnish and set construction stakes establishing lines, slopes and profile grades for roadwork, and centerline and bench marks for structures, all as the Engineer deems necessary. These stakes and marks shall constitute the field control by and in accordance with which the Contractor shall establish other necessary control and perform the Work.
The Contractor, without additional compensation, shall furnish and set all additional stakes, templates and other devices necessary for marking and maintaining points and lines given.
The Department has previously staked all the Right of Way corners. The Contractor shall install all Right of Way Markers prior to any other construction.
The stakes which are set for placement of Right of Way markers shall be left in place following setting of the markers.
When such stakes or lines are given by the Engineer, the Contractor shall verify their accuracy and will be responsible for the correctness thereof. The Contractor shall also be held responsible for the proper use, interpretation and preservation of all stakes and marks. In the event any of the stakes or marks are carelessly or willfully destroyed, disturbed or defaced by the Contractor, the cost of replacing them will be charged to the Contractor and will be deducted from the payment for the Work.
105.09 AUTHORITY AND DUTIES OF RESIDENT ENGINEER: The Resident Engineer, regardless of his administrative title, is the Engineer designated by the Department to be the direct representative of the Chief Engineer. The Resident Engineer has immediate charge of the engineering details of each construction Project, and is responsible for the administration and construction of the Project. Such administration includes the designation of subordinates to represent the Resident Engineer and make routine decisions. The Resident Engineer has the authority to reject defective material and to suspend any work that is being improperly performed.
105.10 DUTIES OF THE INSPECTOR: Inspectors employed by the Department are authorized to inspect all work done and materials furnished. Such inspection may extend to all or any part of The Work and to the preparation, fabrication or manufacture of the materials to be used. The Inspector will not be authorized to alter or waive the provisions of the Contract. The Inspector will not be authorized to issue instructions contrary to the Plans and Specifications, or to act as foreman for the Contractor.
105.11 INSPECTION OF WORK: All materials and each part of the detail of The Work shall be subject to inspection by the Engineer.
The Engineer shall be allowed access to all parts of The Work and shall be furnished with such information and assistance by the Contractor as is required to make a complete and detailed Inspection.
Upon the Engineer's request, the Contractor, at any time before acceptance of The Work, shall remove or uncover such portions of the finished work as may be directed. After examination, the Contractor shall restore said portions
25

105.12
of The Work to the standard required by the Specifications. Should The Work thus exposed or examined prove acceptable, the uncovering, or removing, and the replacing of the covering or making good of the parts removed will be paid for as Extra Work; but should the work so exposed or examined prove unacceptable, the uncovering, or removing, and the replacing of the covering or making good of the parts removed, will be at the Contractor's expense.
Any work done or materials used without supervision or inspection by an authorized Department representative may be ordered removed and replaced at the Contractor's expense unless the Department representative failed to inspect after having been given reasonable notice in writing that The Work was to be performed.
When any unIt of government or political subdivision or any railroad corporation is to pay a portion of the cost of The Work covered by the Contract, its respective representatives shall have the right to inspect The Work. Such inspection shall in no sense make any unit of government or political subdivision or any railroad corporation a party to the Contract, and shall in no way interfere with the rights of either party hereunder.
105.12 REMOVAL OF UNACCEPTABLE AND UNAUTHORIZED WORK: All work which does not conform to the requirements of the Contract will be considered unacceptable unless otherwise determined acceptable under the provisions in Sub-Section 105.03.
Unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness or any other cause, found to exist prior to the Final Acceptance of The Work, shall be removed immediately and replaced in an acceptable manner.
Except as elsewhere noted, no work shall be done without lines and grades having been given by the Engineer. Work done contrary to the instructions of the Engineer, work done beyond the lines shown on the Plans, or as given, except as herein specified, or any Extra Work done without authority, will be considered as unauthorized and will not be paid for under the provisions of the. Contract. Work so done may be ordered removed or replaced at the Contractor's expense.
Upon failure on the part of the Contractor to comply forthwith with any order of the Engineer made under the provisions of this section, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced, and unauthorized work to be removed and to deduct the costs from any monies due or to become due the Contractor.
105.13 CLAIMS FOR ADJUSTMENTS AND DISPUTES: Whenever the Contractor believes that it is or will be entitled to additional compensation, whether due to delay, altered work, breach of contract, or other causes, the Contractor shall follow the procedures set forth in this Sub-Section.
A. CLAIMS FOR DELAY:
1. The Department shall have no liability for damages due to delay, beyond those items which are specifically payable under this Sub-Section.
2. The Department will be liable only for those delay damages caused by or arising from acts or omissions on the part of the Department which
26

105.13
violate legal or contractual duties owed to the Contractor by the Department. The Contractor assumes the risk of damages from all other causes of delay.
3. The parties anticipate delays caused by or arising from right of way problems, defects in plans or design, redesign, changes in the Work by the Department, the actions of suppliers or other contractors, the shopdrawing approval process, injunctions, court orders and other such events, forces or factors commonly experienced in highway construction work. Such delays are specifically contemplated by the parties in entering this Contract, and shall not constitute breaches of the Contract. However, such delays may constitute a basis for a claim for delay damages, if found to be in accordance with Sub-Section 105.13.A2 above and other provisions ofthe Contract, and/or a request for a time extension.
4. The term "delay" shall be deemed to mean any event, action, force or factor which extends the Contractor's time of performance. This SubSection is intended to cover all such events, actions, forces or factors, whether they be styled "delay," "disruption," "interference," "impedance," ''hindrance'' or otherwise.
5. Compliance with the provisions of this Sub-Section will be an essential condition precedent to any recovery of delay damages by the Contractor.
6. The following items, and only the following items, will be recoverable by the Contractor as "delay damages" caused by delay:
a. Additional job site labor expenses.
b. Documented additional costs for materials.
c. Equipment costs, as determined in accordance with this SubSection.
d. Documented costs of extended job-site overhead.
e. An additional 10 percent of the total of Sub-Sections 105.13.A6.a, b, c and d for home office overhead and profit.
f. Bond costs.
g. Subcontractor costs, as determined by, and limited to, those items identified as payable under Sub-Section 105.13.A6. a, b, c, d, e, and f.
7. For purposes of computing extra equipment costs, rates used shall be based on the Contractor's actual experienced cost for each piece of equipment. These rates must be supported by equipment cost records furnished by the Contractor. In no case will equipment rates be allowed in excess of those determined utilizing the "Rental Rate Blue Book," with the appropriate adjustments noted in Sub-Section 109.05.
8. The parties agree that, in any claim for delay damages, the
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105.13
Department will have no liability for the following items of damages or expense:
a. Profit, in excess of that provided herein.
b. Loss of profit.
c. Labor inefficiencies.
d. Home office overhead in excess of that provided herein.
e. Consequential damages, including but not limited to loss of bonding capacity, loss of bidding opportunities and insolvency.
f. Indirect costs or expenses of any nature.
g. Attorneys fees, claims preparation expenses or costs of litigation.
9. Within one week after determining that a delay has occurred, the Contractor must give the Department written notice of its intention to file a claim for delay damages. Such notice must be given in order that the Department can:
a. Assess the situation.
b. Make an initial determination as to who is responsible for causing the delay.
c. Institute appropriate changes or procedures to resolve the matter.
The Department shall have no liability for any delay damages which accrued more than one week prior to the filing of such notice. Failure of the Contractor to give such written notice in a timely fashion will be grounds for denial of the claim.
10. After giving the Department notice of intention to file a claim for delay damages, the Contractor must keep daily records of all labor, material, and equipment costs incurred for operations affected by the delay. These daily records must identify each operation affected by the delay and the specific locations where work is affected by the delay. The Department will also keep records of all labor, material, and equipment used on operations affected by the delay. On Monday, or the first work day, of each week following the date of giving notice of intention to file claim for delay damages, the Contractor shall meet with the Department's representative and present the daily records for the preceding week. If the Contractor's records indicate costs greater than those kept by the department, the Department will present its records to the Contractor. The Contractor shall notify the Engineer within three (3) work days of any inaccuracies noted in, or disagreements with, the Department's records. Refusal or repeated failure by the Contractor to attend these weekly meetings and present its records will constitute a waiver by the Contractor of any objections as to the accuracy of the Department's records. When the Contractor makes an objection as to the accuracy of the Department's records, the Engineer shall review the matter, and correct any inaccuracies found
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105.13
in the Department's records. For purposes of computing delay damages, the Department's records will control.
In the event the Contractor wishes to contest the accuracy of the Department's records, it may file a petition pursuant to Rule 672-1-.05 of the Official Rules and Regulations of the Department of Transportation. The decision of the Engineer, or, if contested, the decision ofthe Agency, will be final and binding upon the parties as to any objections to the accuracy ofthe Department's records, subject to the Contractor's right to judicial review under O.C.G.A Section 50-13-19.
11. On a weekly basis after giving notice of intention to file a claim for delay damages, the Contractor shall prepare and submit to the Engineer written reports providing the following information:
a. Potential effect to the schedule caused by the delay.
b. Identification of all operations that have been delayed, or are to be delayed.
c. Explanation of how the Department's act or omission delayed each operation, and estimation of how much time is required to complete the project.
d. Itemization of all extra costs being incurred, including:
(1) An explanation as to how those extra costs relate to the delay and how they are being calculated and measured.
(2) Identification of all project employees for whom costs are being compiled.
(3) Identification of all manufacturer's numbers of all items of equipment for which costs are being compiled.
B. CLAIMS FOR ACCELERATION: The Department shall have no liability for any constructive
acceleration. If the Department gives express written direction for the Contractor to accelerate its effort, then both parties shall execute a Supplemental Agreement as provided in Sub-Section 104.03.
C. OTHER CLAIMS:
1. In any case in which the Contractor believes that it will be entitled to additional compensation for reasons other than delay or acceleration, the Contractor shall notify the Engineer in writing of its intent to claim such additional compensation before beginning or proceeding further with the Work out of which such claim arises. If such notification is not given, then the Contractor hereby agrees that it shall have waived any additional compensation for that work and the Contractor shall have no claim thereto.
2. The liability of the Department for such claims shall be limited to those items of damages which are specifically identified as payable in connection with delay claims as set forth in Sub-Section 105.13.A6. For
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105.13
such claims, the Department will have no liability for those items of damages identified as not payable in connection with delay claims as set forth in Sub-Section 105.13.A.8.
D. REQUIRED CONTENTS OF CLAIMS: All claims must be submitted in writing, and must be sufficient in detail to enable the Engineer to ascertain the basis and the amount of each claim. All information submitted to the Department under this Sub-Section will be used solely for analyzing and/or resolving the claim. At a minimum, the following information must be provided:
1. FOR DELAY CLAIMS:
a. A description of the operations that were delayed, the reasons for the delay, how they were delayed, including the report of all scheduling experts or other consultants, if any.
b. An as-built chart, CPM scheme or other diagram depicting in graphic form how the operations were adversely affected.
c. The date on which actions resulting in the claim occurred or conditions resulting in the claim became evident.
d. A copy of the "Notice of Potential Claim" filed for the specific claim by the Contractor.
e. The name, function, and activity of each Department official, or employee, involved in, or knowledgeable about facts that gave rise to such claim.
f. The name, function, and activity of each Contractor or Subcontractor official, or employee, involved in, or knowledgeable about facts that gave rise to such claim.
g. The identification of any pertinent documents, and the substance of any material oral communication relating to such claim.
h. A statement as to whether the additional compensation or extension of time sought is based on the provisions of the Contract or an alleged breach of Contract.
i. The amount of additional compensation sought and a break-down of that amount into the categories specified as payable under Sub-Section 105.13.A.6. above.
j. If an extension of time is also sought, the specific days for which it is sought and the basis for such request.
2. FOR OTHER CLAIMS:
a. A detailed factual statement of the claim providing all necessary dates, locations and items of work affected by the claim.
b. The date on which actions resulting in the claim occurred or conditions resulting in the claim became evident.
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105.13
c. A copy ofthe "Notice of Potential Claim" filed for the specific claim by the Contractor pursuant to this Sub-Section.
d. The name, function, and activity of each Department official, or employee, involved in, or knowledgeable about facts that gave rise to such claim.
e. The name, function, and activity of each Contractor or Subcontractor official, or employee, involved in, or knowledgeable about facts that gave rise to such claim.
f. The specific provisions of the Contract which support the claim, and a statement of the reasons why such provisions support the claim.
g. The identification of any pertinent documents, and the substance of any material oral communications relating to such claim.
h. A statement as to whether the additional compensation or extension of time sought is based on the provisions of the Contract or an alleged breach of Contract.
i. If an extension of time is also sought, the specific days for which it is sought and the basis for such claim as determined by an analysis of the construction schedule.
j. The amount of additional compensation sought and a breakdown of that amount into the categories specified as payable under Sub-Section 105.13.A6. above.
E. REQUIRED CERTIFICATION OF CLAIMS: When submitting the claim, the Contractor must certify in writing, under oath in accordance with the formalities required by Georgia law, as to the following:
1. That the claim is made in good faith.
2. That supportive data are accurate and complete to the Contractor's best knowledge and belief.
3. That the amount of the claim accurately reflects what the Contractor in good faith believes to be the Department's liability.
The Contractor shall use the CERTIFICATE OF CLAIM form, which can be obtained from the Department, in complying with these requirements.
F. AUDITING OF CLAIMS: All claims filed against the Department shall be subject to audit at any time following the filing of such claim, whether or not such claim is part of a suit pending in the courts of this State. The audit may be performed by employees of the Department or by an independent auditor appointed by the Department. The audit may begin on ten days notice to the Contractor, Subcontractor, or Supplier. The Contractor, Subcontractor, or Supplier shall make a good faith effort to cooperate with the auditors. Failure of the Contractor, Subcontractor, or Supplier to maintain and retain sufficient records to allow the
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105.13
Department's auditor to verify the claim shall constitute a waiver of that portion of such claim that cannot be verified and shall bar recovery thereunder.
Without limiting the generality of the foregoing, and as a minimum, the auditors' shall have available to them the following documents:
1. Daily time sheets and foreman's daily reports. 2. Union agreements, if any.
3. Insurance, welfare, and benefits records.
4. Payroll register.
5. Earnings records.
6. Payroll tax returns.
7. Material invoices, purchase orders, and all material and supply acquisition contracts.
8. Material cost distribution worksheet.
9. Equipment records (list of company equipment, rates, etc.)
10. Vendor rental agreements, and subcontractor invoices.
11. Subcontractor payment certificates.
12. Cancelled checks (payroll and vendors).
13. Job cost report.
14. Job payroll ledger.
15. General ledger, general journal, (ifused) and all subsidiary ledgers and journals together with all supporting documentation pertinent to entries made in these ledgers and journals.
16. Cash Disbursements journal.
17. Financial statements for all years reflecting the operations on this project.
18. Income tax returns for all years reflecting the operations on this project.
19. Depreciation records on all company equipment whether such records are maintained by the company involved, its accountant, or others.
20. If a source other than depreciation records is used to develop costs for the Contractor's internal purposes in establishing the actual cost of owning and operating equipment, all such other source documents.
21. All documents which reflect the Contractor's actual profit and overhead during the years this Project was being performed and for each ofthe five years prior to the commencement of this Project.
22. All documents related to the preparation of the Contractor's bid
32

105.14
including the final calculations on which the bid was based unless such documents are placed in escrow under other provisions of the Contract.
23. All documents which relate to each and every claim together with all documents which support the amount of damages as to each claim.
24. Worksheets used to prepare the claim establishing the cost components for items of the claim including, but not limited to, labor, benefits and insurance, materials, equipment, subcontractors, and all documents which establish the time periods, individuals involved, the hours and the rates for the individuals.
G. Remedies Exclusive: The parties agree that the Department shall have no liability to the Contractor for expenses, costs, or items of damage other than those which are specifically identified as payable under this SubSection. In the event any legal action is instituted against the Department by the Contractor on account of any claim for additional compensation, whether on account of delay, acceleration, breach of contract, or otherwise, the Contractor agrees that the Department's liability will be limited to those items which are specifically identified as payable in this Sub-Section.
105.14 MAINTENANCE DURING CONSTRUCTION: The Contractor shall maintain the project during construction and until the Project is accepted. This maintenance shall constitute continuous and effective work prosecuted day by day, with adequate equipment and forces to the end that all areas of the project are kept in satisfactory condition at all times.
The contractor's area of responsibility for maintenance is confined to the physical construction limits plus any areas affected by the contractor's activities. Once maintenance acceptance or final acceptance has been made, the Contractor is no longer responsible for damage to the Work other than that attributable to the contractor's actions or inadequate construction.
In the case of separate contracts, each contractor shall be responsible for any damage to the completed work of others caused by hislher actions or negligence. Where the work of one contractor has been accepted by the Department, the Contractor performing subsequent work in the area shall be responsible for the maintenance and protection of all work previously completed.
If separate bridge contracts are let within the limits of a Roadway Project and the Bridge Contractor completes hislher Contract before the Roadway Contractor, the Bridge Contract may be accepted and the Roadway Contractor will be responsible for maintenance of the new bridge until it is opened to traffic. Prior to hauling any materials across the bridge, the Roadway Contractor shall protect the endposts, deck surface, deck edges, joints, and all other vulnerable features of the bridge by use of adequate timber or earth cushions as directed by the Engineer. The Roadway Contractor shall repair all damage caused by such use, including resealing of joints and rerubbing of finish at no additional expense to the Department.
All cost of maintenance work during construction and before the Project is accepted shall be included in the Unit Prices Bid on the various Pay Items and the Contractor will not be paid an additional amount for such work except as
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105.15
provided in Sub-Section 104.05.D. The Contractor shall not allow vegetative growth at any time to obstruct
signs, delineation, traffic movements, or sight distance. The Contractor shall, at intervals not to exceed six months, clean up and remove litter and debris; remove weeds from around guardrail, barrier, poles, standards, utility facilities, and other structures; and cut or trim trees, bushes or tall grass. These requirements shall apply to all areas within the project termini and lateral limits.
105.15 FAILURE TO MAINTAIN ROADWAY OR STRUCTURES: If at any time, the Contractor fails to comply with the provisions of Sub-Section 105.14, the Engineer will immediately notify the Contractor of such noncompliance. If the Contractor fails to remedy the unsatisfactory maintenance within 48 hours after receipt of such notice, the Engineer may immediately proceed to maintain The Work, and the entire cost of this maintenance will be deducted from monies due or to become due the Contractor under the Contract. As an alternative to the Engineer's maintaining The Work, all the Items and quantities of work done, but not properly maintained, may be deducted from the current progress estimate, even if such Items have been paid for in a previous estimate.
105.16 FINAL INSPECTION AND ACCEPTANCE: Upon due written notice from the Contractor of presumptive completion of the entire Project, the Engineer will make an inspection. If all construction provided for and contemplated by the Contract is found completed to the Engineer's satisfaction, that inspection shall constitute the final inspection and the Engineer will make the Final Acceptance and notify the Contractor in writing of this acceptance as of the date of the final inspection.
If, however, the inspection discloses any work, in whole or part, as being unsatisfactory, the Engineer will give the Contractor the necessary instructions for correction of same, and the Contractor shall immediately comply with and execute such instructions. Upon correction of the Work, another inspection will be made which shall constitute the final inspection provided the work has been satisfactorily completed. In such event, the Engineer will make the Final Acceptance and notifY the Contractor in writing of this acceptance as of the date of final inspection.
When the Contractor has finished a major portion of the Contract, the Contractor may request that a semi-final inspection be made. At the discretion of the Engineer, who shall be sole judge as to making the inspection, if the work is satisfactory, as described in the first paragraph of this Section, that portion of the Contract may be accepted, opened to traffic, if not already carrying traffic, and the Contractor relieved of the maintenance obligations as described elsewhere in these Specifications.
Such partial acceptance shall in no way relieve the Contractor of responsibility for satisfactory completion of the Contract, or for failure of any portion ofthe accepted work prior to Final Acceptance of the Project.
34

106.02
SECTION l06-CONTROL OF MATERIALS
106.01 SOURCE OF SUPPLY AND QUANTITY OF MATERIALS: The materials used in The Work shall meet all quality requirements of the Contract. Materials will not be considered as finally accepted until all tests, including any to be taken from the finished Work have been completed and evaluated. In order to expedite the inspection and testing of materials, the Contractor shall notify the Engineer in writing of the proposed sources of materials at least two weeks prior to delivery or earlier if blend determinations or mix designs are required. When required, representative preliminary samples of the character and quality prescribed shall be submitted for examination and testing. The approval of preliminary samples does not obligate the Engineer to accept materials from the same source delivered later. If after trial, it is found that sources of supply for previously approved materials do not produce uniform and satisfactory products, or if the product from any source proves unacceptable at any time, the Contractor shall furnish materials from other sources. The Engineer shall have the right to reject the entire output of any source from which the Engineer finds it is impractical to secure a continuous flow of uniformly satisfactory material.
Upon request by the Department the Contractor shall furnish formal written invoices from the materials suppliers.
The invoice shall show the date shipped, the quantities, and the unit prices.
The Contractor shall purchase materials from suppliers who are willing for the Contractor to furnish the Department copies of invoices as noted 'herein upon request by the Department.
Materials used and operations performed under Section 400-Hot Mix Asphaltic Concrete Construction, shall be controlled and tested by the Contractor. This shall be done in such a manner as to produce a uniform product which meets Specification requirements. In the event the Contractor's quality control procedures do not achieve the desired objective, operations shall be suspended until satisfactory results are obtained.
The Contractor's quality control personnel shall be properly instructed and trained to perform all tests, make calculations and shall be competent to control all processes so that the requirements are met.
106.02 UNACCEPTABLE MATERIAL: All material not conforming to the requirements of the Specifications will be considered as unacceptable. All unacceptable materials, whether in place or not, will be rejected and shall be removed immediately from the site of The Work unless otherwise directed by the Engineer. In case of failure by the Contractor to comply promptly with any order by the Engineer to remove rejected materials, the Engineer shall have authority to have such rejected materials removed by other means and to deduct the expense of such removal from any monies due, or to become due, to the Contractor. No rejected materials, the defects of which have been corrected, shall be used until approval has been given by the Engineer.
35

106.03
106.03 SAMPLES, TESTS, CITED SPECIFICATIONS: All materials shall be inspected, tested, and approved by the Engineer before incorporation into The Work. Samples will be taken by a qualified representative of the Department. Unless otherwise designated, tests will be made by and at the expense of the Department and in accordance with methods of AASHTO, ASTM, or the published Specifications of any other designated organization which are current on the date of advertisements for bids. Copies of all tests will be furnished to the Contractor's representative upon request. Sampling and testing by the Department will be performed in accordance with the "Sampling, Testing and Inspection Manual."
For Work performed under Section 400-Hot Mix Asphaltic Concrete Construction, all materials will be inspected, and tested by the Engineer before incorporation into The Work. All samples for acceptance testing will be taken by a qualified representative of the Department. Acceptance tests will be made by and at the expense of the Department and in accordance with the methods of test established by the Department. Copies of all tests performed by the Department will be furnished to the Contractor's representative upon request. The Department will be responsible only for determining the acceptability of the construction and materials incorporated therein. The Contractor will be responsible for the quality of the construction and materials incorporated therein. The Contractor shall perform all necessary Quality Control sampling and testing.
A. TESTING AND ACCEPTANCE PLANS:
1. A LOT: Work will be accepted on a Lot to Lot basis in accordance with the requirements specified in the Acceptance Plans specified in Section 400. Lot sizes will normally be specified. In the event, however, that operational conditions cause work to be interrupted, or only partially completed before the Lot size specified has been achieved, the Lot may be redefined by the Engineer as being either the amount of work accomplished within the day, or that work may be combined with the next Lot of work. A Lot is set forth in these Specifications as a defined quantity of a specified material from a single source or a measured amount of specified construction assumed to be produced by the same process.
2. ACCEPTANCE PLANS: The Acceptance Plan for a material, product, or an Item of construction, or completed work will be as specified hereinafter in Sections 400 and 430 of these Specifications. However, in addition to the following conditions, the Department reserves the right to test any additional material for Work which appears defective and to require correction if necessary prior to acceptance.
3. RESAMPLING OF LOTS: It is the intent of these Specifications that Lots of materials, products, Items of construction, or completed construction will meet Specification requirements at the time of submission. Resampling of deficient Lots as a basis for check tests may be done at the Engineer's discretion. Non-conforming Lots, which can be corrected by reworking, will not
36

106.04
be re-sampled before such corrective action is taken. Sampling and testing of reworked areas shall be at the expense of the Contractor.
4. ACCEPTANCE OR REJECTION: Nonconforming Lots, materials, products, or Items of construction that are not adaptable to correction by reworking shall be removed and replaced, accepted without payment, or accepted at an adjusted price as stated in the Specifications, or if not stated, as directed by the Engineer. Following the application of the Acceptance Plan, the decision of the Engineer shall be final as to the acceptance, rejection, or acceptance at an adjusted price of the Lots unless the Contractor elects to remove and replace any deficient materials or Work at the Contractor's expense.
5. ADJUSTED PAYMENT:
a. SINGLE DEFICIENCY: A single deficiency is defined as a deficiency involving one characteristic of a material within a Lot. In the case of single characteristic deficiency, it shall be used directly to determine an adjusted Contract Price.
b. MULTIPLE DEFICIENCY: A multiple deficiency is defined as deficiencies involving more than one characteristic of construction within a Lot. In the case of multiple deficiencies, the related adjusted percentage of Contract Price for each characteristic shall be determined and the greatest reduction in price shall be used to determine the Contract Unit Price to be paid. Should the total adjustment for any individual Lot be 50 percent or more, the Engineer will determine whether the deficient Lot should be removed and replaced or allowed to remain in place. No payment will be made for the original Lot or for its removal. Replacement of the Lot will be paid for in accordance with the provisions for the Item.
106.04 PLANT INSPECTION: At the option of the Engineer, materials may be sampled and tested at the source of supply. In the event plant inspection is undertaken, the following conditions shall be met:
A. The Engineer shall have the cooperation and assistance of the Contractor as well as the Contractor's material supplier.
B. The Engineer shall have full entry at all times to such parts of the plant as may concern the manufacture or production ofthe materials being furnished.
C. If specified in the Proposal, the Contractor shall arrange for an approved building for the use of the inspector; such building to be located conveniently near the plant, independent of any building used by the material producer, and conforming to t1:le requirements of SubSection106.1l and Section 152.
D. Adequate safety measures shall be provided and maintained. This shall include sampling valves on storage tanks for bituminous materials and safety stands for use in sampling from truck beds.
37

106.05
E. It is understood that the Department reserves the right to retest all materials which, prior to incorporation into The Work, have been tested and accepted at the source of supply and after the same have been delivered. The Department further reserves the right to reject all materials which, when retested, do not meet the requirements of the Contract Specifications.
106.05 MATERIALS CERTIFICATION: For certain products, assemblies, and materials, in lieu of normal sampling and testing procedures by the Contractor and the Department, the Engineer may accept from the Contractor the manufacturer's certification with respect to the product involved, under the conditions set forth in the following paragraphs:
A. The certification shall state that the named product conforms to the Department's requirements and that representative samples thereof have been sampled and tested as specified.
B. The certification shall either (1) be accompanied with a certified copy of the test results, or (2) certify that such test results are on file with the manufacturer and will be furnished to the Engineer upon demand.
C. The certification shall give the name and address of the manufacturer and the testing agency and the date of tests, and shall set forth the means of identification which will permit field determination of the product delivered to the project as being the product covered by the certification.
D. The certification shall be in duplicate with one copy to be sent with the shipment of the covered product to the Department's Project Engineer, and with one copy sent to the Department's Materials Engineer at Atlanta, Georgia. No Certificate will be required for Portland Cement when furnished from a manufacturer approved by the Department.
E. The Department will not be responsible for any costs of certification or for any costs ofthe sampling and testing of products in connection therewith.
F. The Department reserves the right to require samples and to test products for compliance with pertinent requirements irrespective of prior certification of the products by the manufacturer. Any materials which fail to meet specification requirements will be rejected.
106.06 AGRICULTURAL LIME AND FERTILIZER: The sale and distribution of Fertilizers and Agricultural Lime are governed by Acts of the Georgia General Assembly and Rules and Regulations of the State Department of Agriculture.
Therefore, either of these materials may be sampled by authorized representatives of the State Commissioner of Agriculture. The Contractor may use these materials in The Work without sampling provided the Contractor notifies the Engineer forty-eight hours in advance of anticipated delivery to the job site. The Engineer reserves the right to request random sampling by a representative of the State Department ofAgriculture.
The Contractor will not be expected to withhold application pending completion of tests, but will not be relieved of the responsibility for the quality
38

106.10
of the material furnished. In the event a sample fails to meet the requirements of the Georgia Law as evidenced by a report furnished by the Commissioner of Agriculture, the Engineer will deduct from monies due to the Contractor a sum equal to the penalty authorized by the above referenced Act.
106.07 SAMPLE HOLES: All holes dug or drilled for the purpose of taking samples or determining thicknesses at any time prior to final acceptance of The Work shall be repaired by the Contractor.
The material replaced shall be compacted and finished to the satisfaction of the Engineer. Costs of this work shall be included in the appropriate Bid Items.
106.08 STORAGE OF MATERIALS: Portions of the Right of Way, approved by the Engineer, may be used for material storage purposes and for the placing ofthe Contractor's plant and equipment. Additional space required must be provided by the Contractor at no additional expense to the Department. Private property shall not be used for storage purposes without written permission of the owner or lessee, and if requested by the Engineer, copies of such written permission shall be furnished.
Materials shall be stored to assure the preservation of their quality and fitness for The Work, and shall be located so as to facilitate their prompt inspection. Stored materials, even though approved before storage, may again be inspected prior to their use in The Work.
All storage sites shall be restored to their original condition by the Contractor at no additional expense to the Department.
No inflammable materials or harmful chemicals shall be stored within 60 m of a structure nor within 60 m of a roadway open to traffic. Such materials shall be stored in accordance with directions from the manufacturer.
106.09 HANDLING MATERIALS: All materials shall be handled in such a manner as to preserve their quality and fitness for The Work. Aggregates, and mixtures of aggregates with other materials, shall be transported from the storage site to The Work in tight vehicles so constructed as to prevent loss or segregation of materials after loading and measuring in order that there may be no inconsistency in the qualities of the materials intended for incorporation into The Works as loaded and the qualities as actually received at the place of operation. The actual incorporation of the material in The Work shall be such that the quality and fitness ofthe material is retained and no segregation results.
106.10 LOCAL MATERIAL SOURCES:
A SOURCES SHOWN ON THE PLANS: Possible sources of local materials and/or disposal areas may be designated on the Plans. The quality of materials in such deposits will be acceptable in general but the Department does not warrant either the quality or the quantity of materials shown on The Plans. The Contractor shall determine the amount of equipment and work required to produce a material meeting the Specifications. Pit mixing, selective excavation, and other such operations shall be expected and the Contractor shall determine the extent of these activities. It shall be understood that it is not feasible to ascertain from samples the limits for an entire deposit and that variations in quality and
39

106.10
quantity shall be considered as usual and are to be expected.
1. When Easements to secure local materials and/or disposal areas are obtained by the Department, the Plans will show the locations of the pits or areas, the amount of royalties and other costs and conditions of acquisition of the material. In all cases where the Department has secured Easements for material pits and/or disposal areas, these Easements will be assigned to the Contractor who shall make prompt payment to the owners of such pits for all royalty and crop damage costs for materials and/or areas, and who shall further fulfill all of the terms of the Easement. The Department does not warrant the title or any interest of the property owner in such Easements.
2. If the Contractor elects to use only a portion of the materials or area estimated to be available in any pit or disposal area, or only clears or partially clears the pit or area, and does not remove or deposit any material, the Contractor shall make a minimum payment to the property owner of at least 331/3% of the estimated value of the pit or areas as shown in the Easement, plus any crop damage costs called for by the Easement. The Contractor shall, before receiving final payment from the Department, submit to the Engineer a written statement signed by the owner stating that the owner has been paid in full and that all conditions agreed to have been fulfilled to the satisfaction of the owner. The Department will not take any separate payment to the Contractor for these material acquisition costs except that reclamation of the pit or area, if required, will be paid for in accordance with Section 160. Should the Contractor fail to pay the property owner within 60 days after ceasing to use the pit or area, the Department may pay directly to the property owner any amounts due and deduct same from any funds due the Contractor. This provision does not affect the obligation of the Contractor under his Bond or the rights of the property owner or the Department under the Bond.
E. SUBSTITUTION OF SOURCES OF MATERIALS:
1. If, after the Contract is awarded, the Contractor wishes to substitute other sources for sources designated on the Plans, the Contractor may do so provided the material to be substituted conforms to the Specifications. The Contractor shall make all necessary arrangements with the property owners for removal of the material from substituted pits. Payment will be made for Clearing and Grubbing, Stripping Excavation, Pit Reclamation and Ditch Excavation only to the extent required for pits shown in the Plans. This does not relieve the Contractor from planting a satisfactory cover crop of the type called for on the Plans or required by the Specifications on all scarred areas created by the removal of materials. In the event the Contractor substitutes a source for soil-cement, soilbituminous or other material to be stabilized, and the Engineer determines that the substitute source requires more stabilizing agent
40

106.11
than the Plan Pit, no payment will be made for the additional stabilizing agent required.
2. Substitution sources will not be allowed where the resulting scars will present an unsightly appearance from any State or Federal Highway.
C. MATERIAL PITS FURNISHED BY THE CONTRACTOR: When sources of any, or all, local materials are not shown on the Plans, or when location maps of possible sources of materials are shown on the Plans for information but no Easements are obtained, the Contractor shall provide sources of material meeting Contract requirements and acceptable to the Engineer. The Contractor shall make arrangements with the property owner regarding rights to remove material from the pits but prior to final acceptance by the State, the Contractor shall furnish the Engineer documentary proof of payment to the property owner for all materials as stated in Sub-Section 106.10.A.2., above. Under these circumstances, no separate payment will be made for Clearing and Grubbing, or Reclamation of Pits. Material sources shall not be excavated at locations where the resulting scars will present an unsightly appearance from any State or Federal Highway. No payment will be made for material obtained in violation of this provision. The Contractor shall provide a survey and sketch for all contractor furnished material pits and haul road routes in accordance with the following:
The pit boundaries and haul road routes shall be selected and staked at 60meter intervals or as required by the Engineer. Minimum work shall include measurement of pit boundaries and haul road routes using a chain or stadia and measurement of angles or bearings using a transit or a Brunton Compass. Pit boundaries and haul road routes shall be adequately marked and referenced to a centerline station number on the project.
D. HAUL ROADS: Unless specifically provided, no separate payment will be made to the Contractor for construction or maintenance of any roads constructed for hauling materials. The cost of constructing, maintaining and revegetating, if necessary, these haul roads shall be included in the prices bid for the Pay Items pertaining to the part of The Work in which the materials are used. Other designated Haul Roads will be paid for in accordance with Section 233.
106.11 FIELD LABORATORY: The Contractor may be required to provide a field laboratory on or near the Project consisting of a suitable building in which to house and use the equipment necessary to perform the required tests. The building, if required, will meet the requirements of and be paid for in accordance with Section 152.
At all permanent plants producing asphaltic concrete, Portland cement concrete or cement stabilized base course materials, a fully equipped plant laboratory shall be furnished at no expense to the Department.
41

106.12
106.12 INSPECTION FOR NON-DOMESTIC MATERIALS:
A. Materials which are manufactured outside the United States shall be delivered to a distribution point in the United States, where the materials shall be retained for a sufficient period of time to permit inspection, sampling, and testing. The Contractor, at no cost to the Department shall furnish facilities and arrange for all testing as required by the Engineer to ensure that the materials comply with the Specifications. All such tests shall be made in the presence of the Engineer or the Engineer's representative, and if the tests are performed outside of the boundaries of the State of Georgia and its contiguous area, the Contractor shall reimburse the Department for the expenses actually incurred by the Engineer or the Engineer's representative in attending the tests.
B. Certified mill test reports shall be furnished for all materials obtained from foreign manufacturers. Such reports shall be printed in English and shall be clearly identifiable to the lot of material tested.
C. Materials shall be furnished only from those foreign manufacturers who have previously established, to the satisfaction of the Engineer, the sufficiency of their in-plant quality control which will give satisfactory assurance of the manufacturer's ability to furnish material uniformly and consistently in compliance with the Specifications. Such sufficiency shall be established by detailed written evidence to the Engineer's satisfaction, or, if deemed necessary, through in-plant inspection by the Engineer or the Engineer's representative, the cost of such inspection to be reimbursed by the Contractor.
D. In the event the Contractor elects to have items of structural steel fabricated outside the boundaries of the State of Georgia and its contiguous area, the Contractor shall reimburse the Department for the actual cost of the shop inspection of such fabrication in excess of the average inspection cost for shop inspection of fabrication within the State of Georgia and its contiguous area. Such actual costs of shop inspection may include the actual expenses incurred by the Engineer or the Engineer's representative in making an in-plant inspection, arranging for an approved inspection agency to make the shop inspection, and the cost of the shop inspection by the approved inspection agency.
E. In the event the Contractor fails to reimburse the Department promptly for any of the costs established by this provision, the Contractor agrees that the amount of such costs may be deducted from amounts of money owing to the Contractor on Monthly Estimates or Final Estimate.
F. DEFINITIONS: The following definitions shall apply to Sub-Section 106.12: United States: the geographical area of the United States of America excluding its territories and possessions. State of Georgia and contiguous area: the geographical area within the State of Georgia and those states which share a common border with the State of Georgia.
42

107.03
Average Inspection Cost: the average of the actual expenses incurred in making an inspection within the area designated as determined by the Engineer.
Foreign Manufacturer: A manufacturer of materials where the materials are manufactured outside the geographical area of the United States.
106.13 OUT OF STATE MATERIALS PAYMENT: Materials payments to Contractors who elect to have materials fabricated and stored outside the boundaries of the State of Georgia shall be made under the following guidelin-es. The Contractor shall submit a written request to the Engineer for an inspection of Out-of-State materials. This request shall state that the Contractor agrees to reimburse the Department for the actual cost of travel, subsistence, and extra expense incurred by the Department in the execution of this inspection and any subsequent inspection that may be necessary. This request must be signed by a person legally responsible to bind the company and shall be notarized. In the event the Contractor fails to reimburse the Department promptly for any of the costs established by this provision, the Contractor agrees that the amount of such costs may be deducted from amounts of money owing to the Contractor on Monthly Estimates or Final Estimate. The above requirements are not applicable to the fabrication and materials payment for structural steel, prestress beams, precast bridge units, and piling for bridge construction within the states which share a common border with the State of Georgia.
SECTION l07-LEGAL REGULATIONS AND RESPONSIBILITY TO THE PUBLIC
107.01 LAWS TO BE OBSERVED: The Contractor shall keep fully informed of all Federal and State laws, all local laws, ordinances, codes, and regulations and all orders and decrees of bodies or tribunals having any jurisdiction or authority, which in any manner affect those engaged or employed on The Work, or which in any way affect the conduct of The Work. The Contractor shall at all times observe and comply with all such laws, ordinances, codes, regulations, orders and decrees; and shall protect and indemnify the Department and its representatives against any claim or liability arising from or based on the violation of any such law, ordinance code, regulations, order, or decree, whether by the Contractor or the Contractor's employees, subcontractors or agents.
107.02 PERMITS AND LICENSES: The Contractor shall procure all permits and licenses, pay all charges, taxes, and fees, and give all notices necessary and incidental to the due and lawful prosecution of The Work.
107.03 PATENTED DEVICES: If the Contractor employs any design, device, material or process covered by letters of patent or copyright, the Contractor shall provide for such use by suitable legal agreement with the
43

107.04
patentee or owner. The Contractor and the Surety shall indemnify and save harmless the Department from any and all claims for infringement by reason of the use of any such patented design, device, material or process, or any trademark or copyright, and shall indemnify the Department for any costs, expenses and damages which it may be obliged to pay by reason of any infringement, at any time during the prosecution or after the completion of The Work.
107.04 RESTORATION OF SURFACES OPENED BY PERMIT: The right to construct or reconstruct any utility service in the highway or street and to grant permits for the same at any time, is expressly reserved by the Department for the proper authorities ofthe municipality or county in which The Work is done and the Contractor shall not be entitled to any damages either for the digging up ofthe street or highway, or for any delay occasioned thereby.
Any individual, firm, or corporation wishing to make an opening in the street or highway must secure a permit from the Department. The Contractor shall allow parties bearing such permits, and only those parties, to make openings in the street or highway. When ordered by the Engineer, the Contractor shall make in an acceptable manner all necessary repairs due to such openings and such necessary work will be paid for as Extra Work, or as provided in the Specifications, and will be subject to the same conditions as original work performed.
107.05 FEDERAL AID PROVISIONS: When the United States Government pays all or any part of the cost of a project, the Federal laws and the rules and regulations made pursuant to such laws must be observed by the Contractor, and The Work shall be subject to the inspection of the appropriate Federal agency. Such inspection shall in no sense make the Federal Government a party to this Contract and will in no way interfere with the rights of either party hereunder.
107.06 SANITARY PROVISIONS: The Contractor shall provide and maintain in a neat, sanitary condition such accommodations for the use of employees as may be necessary to comply with the requirements of the State Department of Health and other authorities having jurisdiction, and shall permit no public nuisance.
107.07 PUBLIC CONVENIENCE AND SAFETY: The Contractor shall at all times so conduct the work as to assure the least possible obstruction of traffic. The safety and convenience of the general public and the residents along the highway and the protection of persons and property shall be provided for by the Contractor as specified under Sub-Sections 104.05, 107.09 and section 150, the Project Plans, and Special Provisions.
Traffic whose origin and destination is within the limits of the Project shall be provided ingress and egress at all times unless otherwise specified in the Plans or Special Provisions. The ingress and egress includes entrance and exit via driveways at the various properties, and access to the intersecting roads and streets. The Contractor shall maintain sufficient personnel and equipment on the project at all times, particularly during inclement weather, to ensure that ingress and egress are provided when and where needed.
44

107.10
Two-way traffic shall be maintained at all times unless otherwise specified or approved. The Contractor shall not stop traffic without permission granted by the Engineer.
All equipment used on The Work shall come equipped with factory installed muffiers, or manufacturer's recommended equivalent, in good condition. These mufflers shall be maintained in good condition throughout the construction period.
107.08 RAILROAD-HIGHWAY PROVISIONS: All work to be performed by the Contractor on a railroad company's right of way or property shall be done in a manner satisfactory to the chief engineer of the railroad company, or authorized representative, and shall be performed at such times and in such manner as not to unnecessarily interfere with the movement of trains or traffic upon the track of the railroad company. The Contractor shall use all reasonable care and precaution in order to avoid accidents, damage, or unnecessary delay or interference with the railroad company's trains or other property, or property of tenants of the railroad company.
The Contractor shall notify the railroad company and obtain its approval before commencing work on the railroad company's right of way or property.
The Contractor shall determine what measures are required by the railroad company to protect its operations and right of way or property during construction. Such protection may include the use of a flagger or flaggers provided by the railroad company. The Contractor shall be responsible for ensuring that the required protection is provided and shall pay the railroa,d company directly for any and all such services which may be required to accomplish the construction unless otherwise specified.
Any temporary grade crossings or other means needed during construction by the Contractor for transporting materials of any nature and/or equipment across the railroad tracks will be the responsibility of the Contractor to handle directly with the railroad company and bear all costs incidental to such crossings including flagging services provided by the railroad company.
Special Provisions for the protection of the interests of the railroad company may be included in the proposal to stipulate insurance and other requirements.
107.09 BARRICADES, DANGER, WARNING AND DETOUR SIGNS: The Contractor shall furnish, install, and maintain all necessary and required barricades, signs, and other traffic control devices in accordance with these Specifications, Project Plans, Special Provisions, and the MUTCD, and take all necessary precautions for the protection of the work and safety of the public.
Unless otherwise specified, all traffic control devices furnished by the Contractor shall remain the property of the Contractor.
107.10 FOREST PROTECTION: In carrying out work within or adjacent to State or National Forests, or any other forests, parks, or other public or private lands, the Contractor shall obtain necessary permits and comply with all of the regulations of the appropriate authorities having jurisdiction over such forest, park, or lands. The Contractor shall keep the areas in an orderly condition, dispose of all refuse, obtain permits for the construction and
45

107.11
maintenance of all construction camps, stores, warehouses, residences, latrines, cesspools, septic tanks, and other structures in accordance with the requirements ofthe appropriate authority.
The Contractor shall take all reasonable precautions to prevent and suppress forest fires and shall require employees and subcontractors, both independently and at the request of forest officials, to do all reasonably within their power to prevent and suppress and to assist in preventing and suppressing forest fires; to notify a forest official at the earliest possible moment of the location and extent of any fire seen by them; and to extinguish or aid in extinguishing nearby fires.
107.11 BRIDGES OVER NAVIGABLE WATERS:
A. NAVIGATION TO BE PROTECTED: Since navigable waterways are under the jurisdiction of the United States Coast Guard, all work done in such waters shall comply with their requirements. Free navigation shall not be impeded, and navigable depths shall be maintained.
B. OBSTRUCTIONS TO BE REMOVED: When the construction has progressed enough to permit removal, all falsework, piling and other obstructions shall be removed to the satisfaction of the Commander of the Coast Guard District having jurisdiction. In all cases such clearing must be done thoroughly before The Work will be accepted by the Department.
107.12 USE OF EXPLOSIVES: When the use of explosives is necessary for the prosecution of The Work, the Contractor shall exercise the utmost care not to endanger life or property, and shall obey all State, Federal and other Governmental regulations applying to transportation, storage, use, and control of such explosives. The Contractor shall be completely responsible for any and all damage resulting from the transportation, storage, use, and control of explosives in the prosecution of The Work by the Contractor, the Contractor's agents or employees; and shall hold the Department harmless from all claims of damages resulting in any manner therefrom.
The Contractor shall notify each public utility owner having structures or other installations, above or below ground, near the site of The Work of the Contractor's intention to use explosives. Such notice shall be given sufficiently in advance to enable the utility owners to take such steps as they may deem necessary to protect their property from injury. Such notice shall not relieve the Contractor of responsibility for all damages resulting from blasting operations.
All explosives shall be stored securely in compliance with all laws and ordinances, and all such storage places shall be clearly marked DANGEROUS EXPLOSIVES. Explosives and detonators shall be stored in separate storage facilities in separate areas. Where no laws or ordinances apply, locked storage shall be provided satisfactory to the Engineer, never closer than 300 m from any travel-road, building, or camping area.
In all cases where the transport, storage or use of explosives is undertaken, such activities shall be controlled and directed by fully qualified representatives ofthe Contractor.
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107.13
Whenever electric detonators are used, all radio transmitters shall be turned off within a radius of 150 m. No blasting supplies shall be transported in vehicles with two-way radio unless the transmitter is turned off, or extra shielding precautions are taken. Appropriate signs shall be placed so as to give ample warning to anyone driving a vehicle equipped with a two-way radio. Electrical detonators will not be used within 150 m of a railroad.
107.13 PROTECTION AND RESTORATION OF PROPERTY AND LANDSCAPE:
A. GENERAL PROVISIONS: The Contractor shall be responsible for the preservation of all public and private property, crops, fish ponds, trees, monuments, highway signs and markers, fences, grassed and sodded areas, etc., along and adjacent to the highway, and shall use every precaution necessary to prevent damage or injury thereto, unless the removal, alteration, or destruction of such property is provided for under the Contract. The Contractor shall use suitable precaution to prevent damage to all underground structures, whether shown on the Plans or not, and shall protect carefully from disturbance or damage, all land monuments and property marks until the Engineer has witnessed or otherwise referenced their location and shall not move them until directed. The Contractor shall not willfully or maliciously injure or destroy trees or shrubs, and shall not remove or cut them without proper authority. The Contractor shall be responsible for all sheet piling, shoring, underpinning, etc., as may be required for the protection of abutting property, nearby buildings, streets, and the like. The Contractor shall be responsible for all damage or injury to property of any character, during the prosecution of The Work, resulting from any act, omission, neglect, or misconduct in manner or method of executing The Work, or at any time due to defective work or materials, and said responsibility will not be released until the Project shall have been completed and accepted. When the Contractor's excavating operations encounter remains of prehistoric people's dwelling sites or artifacts of historical or archeological significance, the operations shall be temporarily discontinued. The Engineer will contact archeological authorities and the Office of Environment and Location to determine the disposition thereof. When directed by the Engineer, the Contractor shall excavate the site in such a manner as to preserve the artifacts encountered and shall remove them for delivery to the custody of the. proper authorities. Such excavation will be considered and paid for as Extra Work. When the Contractor's normal operations are delayed by such stoppage or extra work, an appropriate time extension will be granted. The Contractor shall plan, coordinate, and prosecute the work so that disruption to personal property and business is held to a practical minimum. No resident or business shall be denied vehicular access to their property for any length of time other than as determined by the Engineer
47

107.13
is absolutely necessary. Where two or more existing driveways are present for a business only one existing driveway shall be closed at any time. All construction areas abutting lawns and yards or residential or commercial property shall be restored promptly. Backfilling of each drainage structure or section or curb and gutter, sidewalk, or driveway shall be accomplished as soon as adequate strength is obtained. Finishing, dressing and grassing shall be accomplished immediately thereafter as a continuous operation within each area being constructed with emphasis placed on completing each individual yard or business frontage. Care shall be taken to provide positive drainage to avoid ponding or concentration of runoff.
Handwork, including raking and smoothing, shall be required to ensure that roots, sticks, rocks, and other debris is removed in order to provide a neat and pleasing appearance. Grassing, when in season, shall immediately follow in order to establish permanent cover at the earliest date. If grassing is not in season, proper erosion control shall be installed and maintained.
The work described above shall be in addition to that required by SubSection 104.07 - Final Cleaning Up and Sub-Section 105.16 - Final Inspection and Acceptance.
B. EROSION AND SILTATION CONTROL: The Contractor shall take all necessary measures throughout the life of the Project to control erosion and silting of rivers, streams, and impoundments (lakes, reservoirs, etc,). Construction of drainage facilities as well as performance of other Contract work which will contribute to the control of erosion and siltation shall be carried out in conjunction with clearing and grubbing, and earthwork operations as stipulated in Section 161.
C. POLLUTION: The Contractor shall exercise every reasonable precaution throughout the life of the Contract to prevent pollution of rivers, streams or impoundments. Pollutants such as chemicals, fuels, lubricants, bitumens, raw sewage and other harmful waste shall not be discharged into or alongside rivers, streams, and impoundments, or into natural or manmade channels leading thereto. The Contractor shall also comply with the applicable regulations of other State and Federal Departments and to all governmental statues relating to the prevention and abatement of pollution.
D. INSECT CONTROL REGULATIONS: The Plant Pest Control Division of the U.S. Department of Agriculture and the Georgia State Department of Agriculture restrict the movement of certain items from areas infested with Japanese Beetles, or Imported Fire Ants so as to prevent the spread of these pests to non-infested areas. Where insect infested areas are shown on the Plans, the Contractor will control operations in such a manner as to comply fully with the requirements of Section 155.
E. RECLAMATION OF MATERIAL PITS AND WASTE DISPOSAL AREAS: Whenever or wherever the Contractor obtains material from a source or wastes material on an area other than within the Right Of Way, regardless
48

107.14
of the fashion, manner or circumstances for which the source or area is obtained, it shall be reclaimed in accordance with the requirements of Section 160.
F. MAILBOXES: The property owner shall have the responsibility for removing and relocating the mailbox to an area outside construction limits. The Engineer will mark a point for the relocation of the box. The stake should be set so that the location of the box will be convenient to both the mail carrier and the patron, yet not interfering with the proposed work. It may be necessary for the Engineer to confer with the Post Office serving the area. The Contractor shall notify each affected owner, in writing, that their mailbox is in conflict with the proposed construction, that they have ten days to relocate the box and that, after the expiration of the ten days notice, if the owner has not relocated the box, it shall be removed by the Contractor and laid upon the owner's property, clear of the Right of Way. Any cost to the Contractor for removing the mailboxes as stated above shall be included in the price bid for other items.
G. FAILURE TO COMPLY: Failure of the Contractor to comply with any of the above provisions or to install erosion prevention items included in the Contract at the time specified, will be evidence of omission and neglect, and the Contractor will be liable for damages as outlined in Sub-Section 107.13.H below. Furthermore, the Engineer shall withhold payment on all Contract Items until such time as the Contractor complies in full with all of the aforesaid provisions.
H. PAYMENT FOR DAMAGES: When or where any direct or indirect damage or injury is done to public or private property by or on account of any act, omission, neglect, or misconduct in the execution of The Work, or in consequence of the nonexecution thereofby the Contractor, shall restore, at the Contractor's expense, such property to a condition similar or equal to that existing before such damage or injury was done, by repairing, rebuilding or otherwise restoring as may be directed, or shall make good such damage or injury in an acceptable manner.
I. COMPENSATION: All costs pertaining to any requirement contained herein shall be included in the overall Bid submitted unless such requirement is designated as a separate Pay Item in the Proposal.
107.14 LOAD RESTRICTIONS: It is hereby agreed between the Department and the Contractor that in the performance of The Work under the Contract, the following load restrictions and stipulations shall be in full force and effect during the life of the Contract:
A. PARTIES AFFECTED: The load restrictions and stipulations contained herein shall be applicable to the equipment of the Contractor; each agent or subcontractor employed by the Contractor; and each person or persons, firm, partnership, corporation or any combination thereof, hauling materials, supplies or equipment to or on the Project, by or for the Contractor.
49

107.14
B. WITHIN PROJECT LIMITS: No hauling equipment which is loaded beyond those limits provided by State Law shall be permitted on any portion of the new or existing pavement structure except that such loads will be permitted on nonstabilized bases and subbases prior to placing roadway paving subject to the provisions of Sub-Section 107.17. Axle loads and gross weight limits will be evaluated in accordance with current Georgia Law. All damage caused by any equipment to any permanent installation or portion of the Work shall be promptly repaired by the Contractor at the Contractor's expense. When it becomes necessary to cross existing pavement with excessive loads, the Contractor shall provide and remove, at the Contractor's expense, proper cushioning by means of earth blanket or otherwise as directed.
C. OUTSIDE PROJECT LIMITS: All equipment users included in SubSection 107.14.A above operating equipment on roads outside the Project limits shall be governed by the following regulations:
1. No vehicle shall carry any load in excess of that specified by Georgia Law.
2. On County System roads the maximum total gross weight shall not exceed 25,400 kg unless a vehicle is making a pickup or delivery on such roads.
3. For a specific individual trip the above weight limitations may be exceeded provided a special permit is obtained from the Department for each such movement. A special permit will not relieve the Contractor of liability for damage which may result from such a movement.
4. Authorized personnel of the Office of Permits and Enforcement of the Department shall be permitted to weigh each truck hauling material to the Project whenever the Department so desires. The owner of each truck shall instruct operators to cooperate with and assist the truck weighers in every way possible.
5. A Certified Public Weigher operating under the provisions of Standard Operating Procedure 15 shall not dispatch any vehicle loaded with material to be incorporated into the Project when the gross vehicle weight exceeds the limit established by law.
6. Ready Mix Concrete trucks shall comply with load restrictions as specified in Laboratory Standard Operating Procedure 10, "Quality Assurance for Ready-Mixed Concrete Plants in Georgia."
7. The guidelines illustrated below for gross weights on vehicles will be utilized to limit the maximum weights accepted on this project by the Engineer for materials hauled on public roads, unless the Contractor can satisfactorily demonstrate that a particular vehicle falls within the lawful axle limits. This will not apply where the law is more restrictive on the maximum weight limits, in which case the lesser gross weights
50

107.14

Guidelines for Gross Weights on Vehicles Based on 9226 Kg Legal Weight on any Axle

TWO-AXLE TRUCKS

NOTE: MAXIMUM ACCEPTABLE GROSS WEIGHT: 12,700 kg

TANDEM-AXLE TRUCKS (3 OR MORE AXLES)

NOTE:

MAXIMUM ACCEPTABLE GROSS
WEIGHT: 24,947 Kg NO LIFT AXLE MAY BE USED IN COMPUTING THE MAXIMUM TOTAL GROSS WEIGHT.

FOUR-AXLE TRUCKS

LEGAL GROSS WEIGHT: 31 751 Kg

~""''''''''F MUST EXCEED 4 - 5486 mm

NOTE:

31,751KgISESTIMATEDBY LAW AS THE MAXIMUM LEGAL GROSS WEIGHT FOR FOURAXLE TRUCKS.

THIS IS LESS THAN 5486 nun THE TRUCK WILL

BE CONSIDERED A TANDEM-AXLE TRUCK.

FIVE OR MORE AXLES

*NOTE:

The centers of any axles within a 5486-mm distance (except the steering axle) will be considered a tandem axle.

MAXIMUM GROSS WEIGHTS

A METERS 10.1 10.4 10.7 11.0 11.3

5-AXLES 33,239 33,239 33,239 33,239 33,239

6-AXLES 33,566 33,793 34,019 34,246 34,473

11.6

33,239

34,926

11.9

33,239

35,153

12.2

33,239

35,380

12.5

33,339

35,607

12.8

33,566

35,834

13.1

34,019

36,287

13.4

34,246

36,287

13.7

34,473

36,287

14.0

34,700

36,287

14.3

35,153

36,287

14.6

35,380

36,287

14.9

35,607

36,287

15.2

35,834

36,287

15.5

36,287

36,287

51

107.15
will be the limit accepted. The bidder should be aware that this Provision does not grant permission for hauling with weights in excess of that allowed by the law on any of our road systems, excluding the Interstate Highway System. For hauling on the Interstate Highway System the Federal weight laws will apply, including the Federal Bridge Formula
D. RESPONSIBILITIES: It will be the responsibility of the Contractor to. advise personnel, and all equipment users included in Sub-Section 107.14.A, as to the load restrictions and stipulations contained herein.
E. EXCESS LOADS AND VIOLATIONS: No load of material will be accepted for use on the Project, or in The Work, if it exceeds the limits specified herein. The loads of haulers who refuse to have their vehicles weighed will also be rejected. If the Department's Office of Permits and Enforcement finds a truck to be overweight, they shall notify the Office of Materials and Research immediately. If the Materials Engineer determines that frequent or flagrant violations assignable to a given supplier are occurring, it will be considered cause to remove all Certified Public Weighers at that source of supply from the Department's approved list. The above action will be taken where material is hauled over a public road whether or not the material was being hauled to a State Project or to a private job and whether or not the weight was recorded by an employee other than a Certified Public Weigher.
107.15 RESPONSIBILITY FOR DAMAGE CLAIMS: The Contractor shall indemnify and save harmless the Department, its officers and employees, from all suits, actions, or claims of any character brought because of any injuries or damage received or sustained by any person, persons, or property on account of the operations of the said Contractor; or on account of or in consequence of any neglect in safe-guarding The Work; or through use of unacceptable materials in constructing The Work; or because of any act of omission, neglect or misconduct of said Contractor; or because of any claims or amounts recovered from any infringements of patent, trademark, or copyright; or from any claims or amounts arising or recovered under the "Workmen's Compensation Act," or any other law, ordinance, order, or decree; and so much of the money due the said Contractor under and by virtue of the Contract as may be considered necessary by the Department for such purpose may be retained for the use of the State; or, in case no money is due, the surety may be held until such suit or suits, action or actions, claim or claims for injuries or damages as aforesaid shall have been settled and suitable evidence to that effect furnished to the Department; except that money due the Contractor will not be withheld when the Contractor produces satisfactory evidence that the Contractor is adequately protected by public liability and property damage insurance.
52

107.17
107.16 OPENING SECTIONS OF PROJECT TO TRAFFIC: Whenever any bridge or section of roadway is in acceptable condition for travel, the Engineer may direct that it be opened to traffic, whether or not the opening was originally provided for, and such opening shall not be held to be in any wayan acceptance of the bridge or roadway, or any part thereof, or as a waiver of any of the provisions of the Contract. Necessary repairs or renewals made on any section of the roadway or bridge thus opened to traffic under instructions from the Engineer, due to defective material or work, or to any cause other than ordinary wear and tear, pending completion and acceptance of the roadway, bridge, or other work, shall be done by the Contractor, without additional compensation. Also, the Contractor shall not receive additional compensation for completing the Work except as specified in Sub-Section 104.03.
If the Contractor is dilatory in completing shoulders, drainage structures, or other features of work, the Engineer may so notify the Contractor in writing and establish therein a reasonable period of time in which the Work should be completed. If the Contractor is dilatory, or fails to make a reasonable effort toward completion in this period of time, the Engineer may then order all or a portion of the Project opened to traffic. On such sections which are so ordered to be opened, the Contractor shall conduct the remainder of construction operations so as to cause the least obstruction to traffic and shall not receive any added compensation due to the added cost of the Work by reason of opening such section to traffic.
On any section opened to traffic under any of the above conditions, whether stated in the Special Provisions or opened by necessity of Contractor's operations, or unforeseen necessity, any damage to the highway not attributable to traffic which might occur on such section (except slides) shall be repaired by the Contractor at the Contractor's expense. The removal of slides shall be done by the Contractor on a basis agreed to prior to the removal of such slides.
107.17 CONTRACTOR'S RESPONSIBILITY FOR THE WORK: From the first day the Contractor begins work, or from the date Contract Time commences, whichever occurs first, until written final acceptance of the project by the Engineer, the Contractor shall have the charge and care thereof and shall take every precaution against injury or damage to any part thereofby the action of the elements or from any other cause, whether arising from the execution or from the nonexecution of The Work. The Contractor shall rebuild, repair, restore, and make good all injuries or damages to any portion of The Work occasioned by any of the above causes before final acceptance and shall bear the expense thereof except that the Department may, in its discretion, reimburse the Contractor for the repair of damage to The Work due to unforeseeable causes beyond the control of and without the fault or negligence of the Contractor, including but not restricted to acts of God, of the public enemy or of governmental authorities. The Contractor's responsibility for damages and injuries is defined in Sub-Section 104.05.A.
In case of suspension of work from any cause whatsoever, the Contractor shall be responsible for the Project and shall take such precautions as may be
53

107.18
necessary to prevent damage to the Project, provide for normal drainage and shall erect any necessary temporary structures, signs, or other facilities at the Contractor's expense.
107.18 ACQUISITION OF RIGHT OF WAY: Right of Way for the project will be obtained by the Department, in coordination with local governments and others. However, the Contractor's access to the portions of the Right of Way may be restricted. Where such restrictions are known in advance to the Department they will be listed in the bid proposal. Delays to the progress of the Work may be encountered because of restricted access to portions of the Right of Way. When such delays occur, whether caused by restrictions listed in the bid proposal or restrictions which develop after the Contract is signed, the parties agree in executing the Contract that such delays do not constitute breach of the Contract. Delays in availability of Right of Way beyond those listed in the bid proposal, or that develop after the Contract has been signed, that impact the controlling Item or Items of the Work will not be charged against the Contract Time. Additional compensation for such delays shall not be paid, except as provided in Sub-Section 105.13 CLAIMS FOR ADJUSTMENTS AND DISPUTES, or Sub-Section 109.09 TERMINATION CLAUSE. In the event the Department is unable to acquire Right of Way needed for the project, resulting in delay to or termination of the project, such situation will also be controlled by this Section, and will not constitute a breach of the Contract by the Department.
107.19 PERSONAL LIABILITY OF PUBLIC OFFICIALS: In carrying out any of the provisions of the Contract or in exercising any power or authority granted to the Board, Commissioner, Chief Engineer, their agents and employees, by the Contract, there shall be no liability, either personally or as officials or representatives of the Department, it being understood that in all such matters they act solely as agents and representatives of the Department.
107.20 NO WAIVER OF LEGAL RIGHTS: Upon completion of The Work, the Department will expeditiously make final inspection and notify the Contractor of acceptance. Such final acceptance, however, shall not preclude or estop the Department from correcting any measurement, estimate, or certificate made before or after completion of The Work, nor shall the Department be precluded or estopped from recovering from the Contractor or Surety, or both, such over-payment as it may sustain, or by failure on the part of the Contractor to fulfill obligations under the Contract. A waiver on the part of the Department of any breach of any part of the Contract shall not be held to be a waiver of any other or subsequent breach.
The Contractor, without prejudice to the terms of the Contract, shall be liable to the Department for latent defects, fraud, or such gross mistakes as may amount to fraud, or as regards the Department's rights under any warranty or guaranty.
54

107.21
107.21 CONTRACTOR'S RESPONSIBILITY FOR UTILITY PROPERTY AND SERVICES:
A. At points where the Contractor's operations are adjacent to or conflict with overhead or underground utility facilities, or are adjacent to other property, .damage to which might result in considerable expense, loss or inconvenience, work shall not be commenced until all arrangements necessary for the protection thereof have been made.
B. The names of known utility owners and the location of known utility facilities will be shown on the Plans or in the Special Provisions and the Contractor shall give 24-Hour notice to such utility owners before commencing work adjacent to said utility facilities which may result in damage thereto. The Contractor shall further notify utility owners of any changes in work schedules affecting required action by the utility owners to protect or adjust their facilities. Notice to the utility companies by the Department of the Award of Contract, under Sub-Section 105.06, shall not be deemed to satisfy the notice required by this paragraph.
C. The Contractor shall cooperate with the owners of any underground or overhead utility facilities in their removal and rearrangement operations in order that these operations may progress in a reasonable manner, that duplication of rearrangement work may be reduced to a minimum, and that services rendered by those parties will not be unnecessarily interrupted.
D. In the event of interruption to water or other utility services as a result of accidental breakage or as a result of being exposed or unsupported, the Contractor shall promptly notify the proper authority and shall cooperate with the said authority in the restoration of service. If utility service is interrupted, repair work shall be continuous until the service is restored. No work shall be undertaken around fire hydrants until provisions for continued service have been approved by the local fire authority.
E. If the utility facilities are to be supported on bridges, the following provisions shall apply:
1. The Plans will show the location of the facility and the auxiliary items necessary to support the facility.
2. The Contractor who constructs the bridge shall install anchor bolts, thimbles, inserts or other auxiliary items which are attached to the bridge as a part of the support for the utility facility. The Utility Owner, at no additional expense to the Department, shall furnish these auxiliary items, unless the Contract indicates that these items are to be furnished by the Contractor as a part of the bridge.
3. The Agency constructing the utility facility shall install hanger rods, pipe rolls and other attachments necessary for the support of the utility facility as indicated on the Plans. The Utility Owner, at no additional expense to the Department, shall furnish these attachments unless otherwise specified. This work shall also include:
55

107.22
a. Caulking the openings around the utility where it passes through endwalls to prevent the passage of undesirable materials.
b. Painting the exposed portions of utility supports unless such supports are corrosion resistant. Painting shall be done in accordance with the applicable portions of Section 535, unless otherwise specified.
4. The sequence of bridge construction work may be set forth in the Plans and/or the Special Provisions and will show at what stage of The Work a utility owner will be allowed to make the utility installation. Further, all or any portion of The Work under Sub-Section 107.21.E.3. may be included in the bridge Contract by the Plans and/or the Special Provisions.
5. Any damage to the bridge structure caused by the utility installation shall be repaired to the satisfaction of the Engineer at the expense of the agency installing the utility facility.
F. CLEARANCES: The Plans provide for at least minimum clearance of utilities as required by the National Electrical Safety Code, U.S. Department of Commerce, National Bureau of Standards. Any additional clearance the Contractor may desire or require in performing The Work shall be arranged by the Contractor with the utility owner. The Department will pay no extra compensation for such additional clearances.
G. DELAYS: Delays and interruptions to the controlling Item or Items of The Work caused by the adjustment or repair of water, gas, or other utility appurtenances and property will not be charged against the Contract Time unless such delays are due to the negligence of the Contractor.
H. COMPENSATION: There will be no direct compensation for complying with the above. Any additional cost to the Contractor for the above services, interruptions, or special procedures, shall be included in the overall Bid submitted.
107.22 HAZARDOUS AND/OR TOXIC WASTE: When the Contractor's operations encounter or expose any abnormal condition which may indicate the presence of a hazardous and/or toxic waste, such operations shall be discontinued in the vicinity of the abnormal condition and the Engineer shall be notified immediately. The presence of barrels, discolored earth, metal, wood, etc., visible fumes, abnormal odors, excessively hot earth, smoke, or anything else which appears abnormal may be indicators of hazardous and/or toxic wastes and shall be treated with extraordinary caution as they are evidence of abnormal conditions.
The Contractor's operations shall not resume until so directed by the Engineer.
Disposition of the hazardous and/or toxic waste will be made in accordance with the requirements and regulations of the Department of Human Resources and the Department of Natural Resources. Where the Contractor performs work necessary to dispose of hazardous and/or toxic waste, payment will be made at the unit prices for pay items included in the contract which are
56

107.23
applicable to such work or, where the contract does not include such pay items, payment will be as provided in Sub-Section 109.05 - EXTRA AND FORCE ACCOUNT WORK
107.23 ENVIRONMENTAL CONSIDERATIONS:
A. ROADWAY CONSTRUCTION: Erosion control measures must be installed, to the greatest pratical extent, prior to clearing and grubbing. Particular care shall be exercised along stream banks, wetlands and other environmentally sensitive areas to insure that these areas are not adversely affected.
Construction equipment shall not cross streams, rivers, or other waterways except at temporary stream crossing structures approved by the Engineer.
Construction activities within wetland areas are prohibited except for those within the construction limits as shown on the Plans.
All sediment control devices installed on a project shall, as a minimum, be cleaned of sediment when one half the capacity, by height, depth or volume, has been reached.
B. BRIDGE CONSTRUCTION OVER WATERWAYS: Construction waste or debris, from bridge construction or demolition, shall be prevented from being allowed to fall or be placed into wetlands, streams, rivers or lakes.
Excavation, dewatering, and cleaning of cofferdams shall be performed in such a manner as to prevent siltation. Pumping from cofferdams to a settling basin or a containment unit will be required if deemed necessary by the Engineer.
Operations required within rivers or streams, i.e. jetting or spudding, shall be performed within silt containment areas, cofferdams, silt fence, sediment barriers or other devices to minimize migration of silt off the project.
C. BORROW AND EXCESS MATERIAL PITS: Specific written environmental clearance from the Engineer will be required for any sites not included in the Plans as excess material or borrow areas. No work other than testing shall be started at any potential excess material or borrow site not shown on the Plans prior to receiving said environmental clearance from the Engineer.
The Engineer will require a written notice from the Contractor requesting environmental clearance studies, and written permission from the property owner at least six weeks prior to intended use of the site. The Department will not begin studies on such sites before a Notice of Award is issued.
The Engineer will inform the Contractor in writing as to the granting or denial of environmental clearance. If denied, the Contractor may, at no expense to the Department, seek to obtain permits or pursue other remedies which might otherwise render the site(s) acceptable.
Sites included in the Plans have environmental clearance and shall be used only for the purpose(s) specified in the plans or other contract documents. Should the Contractor wish to expand or utilize said sites for any purpose other than that provided for in the plans or other contract documents, specific written environmental clearance as noted above shall be obtained.
57

107.24
D. CONTROL OF POLLUTANTS: Pollutants or potentially hazardous materials, such as fuels, lubricants, lead paint, chemicals or batteries, shall be transported, stored and utilized in a manner to prevent leakage or spillage into the environment. The Contractor shall also be responsible for proper and legal disposal of all such materials.
Equipment, especially concrete or asphalt trucks, shall not be washed or cleaned-out on the Project except in areas where unused product contaminants can be prevented from entering waterways.
107.24 CLOSING OF ROADWAYS WITHOUT ON-SITE DETOURS: When existing roadways are to be closed to thru traffic and on-site detours are not provided, the Contractor shall submit a written notice to the Engineer for approval fourteen (14) days prior to the closure of the existing roadways.
After receiving approval from the Engineer for the closure, the Contractor shall install signs at each closure site, in accordance with the MUTCD, to inform the traveling public of the proposed closure, including the date of closure. The sign shall be placed five days (5) prior to the closure, at the direction of the Engineer.
Prior to the closure, the Area Engineer will inform local government officials and agencies, local news media and the DOT Public Information Office of the proposed closure of the roadways.
107.25 DISRUPTION TO RESIDENTIAL AND COMMERCIAL PROPERTY:
The Contractor shall plan, coordinate, and prosecute the work such that disruption to personal property and business is held to a practical minimum.
All construction areas abutting lawns and yards of residential or commercial property shall be restored promptly. Backfilling of each drainage structure or section of curb and gutter, sidewalk, or driveway shall be accomplished as soon as adequate strength is obtained. Finishing, dressing and grassing shall be accomplished immediately thereafter as a continuous operation within each area being constructed with emphasis placed on completing each individual yard or business frontage. Care shall be taken to provide positive drainage to avoid ponding or concentration of runoff.
Handwork, including raking and smoothing, shall be required to ensure that roots, sticks, rocks, and other debris is removed in order to provide a neat and pleasing appearance. Grassing, when in season, shall immediately follow in order to establish permanent cover at the earliest date. If grassing is not in season, proper erosion control shall be installed and maintained.
The work described herein shall be in addition to that required by SubSection 104.07 - Final Cleaning Up and Sub-Section 105.16 - Final Inspection and Acceptance.
SECTION lOS-PROSECUTION AND PROGRESS
108.01 SUBLETTING OF CONTRACT: The Contractor shall not sublet, sell, transfer, assign, or otherwise dispose of the Contract or Contracts, or any
58

108.02
portion thereof, or of the Contractor's right, title, or interest therein, without written consent of the Engineer.
In case such consent is given, the Contractor will be permitted to sublet a portion thereof, but shall perform work amounting to not less than thirty percent (30%) of the total Contract cost, including materials, equipment, and labor.
On minor widening and resurfacing Projects, the Contractor shall perform work amounting to not less than seventy percent (70%) of the total Contract cost, including materials, equipment, and labor.
As further exception, any items designated in the Special Provisions as "Specialty Items" may be performed by Subcontract and the cost of any such Specialty Items so performed by Subcontract may be deducted from the total cost before computing the amount of work required to be performed by the Contractor.
Purchase of materials by the Prime Contractor for use by a Subcontractor will not be allowed when computing the 30% limitation (70% limitation for minor widening and resurfacing Projects).
No Subcontracts, or transfer of Contract, shall in any case release the Prime Contractor of liability under the Contract and Bonds. No Subcontractor shall commence work in advance of the written approval of the Subcontract by the Department. Except for certain items exempted by the State Transportation Board, or for Subcontracts totaling $250,000 or less, each Subcontractor shall be prequalified or registered with the Department. Each Subcontract for a Registered Subcontractor shall not exceed $1,000,000 and Subcontracts for Prequalified Contractors shall not exceed their current capacity. Prequalified or Registered Subcontractors shall be qualified or registered with the Department in accordance with Chapter 672-5 of the Rules and Regulations governing the Prequalification of prospective bidders adopted by the State Transportation Board.
In the event any portion of a Subcontract is further sublet, all of the provisions governing subletting, including registration and written approval by the Engineer, shall apply.
This Section shall not apply to Contracts between the Department and counties, municipalities, or other State agencies.
All subcontract agreements between the Prime Contractor and subcontractor shall be in writing and shall contain all of the Federal-Aid requirements and pertinent provisions of the Prime Contract. The Prime Contractor shall, upon request by the Engineer, furnish copies of any subcontract agreement to the Department within ten (10) days of such request. This provision applies to all subcontracts, including second or multitier subcontracts.
108.02 NOTICE TO PROCEED: The delivery to the Contractor of a notice, stating that construction is authorized constitutes Notice to Proceed. The Contractor shall do no work under the Contract until receipt of the Notice to Proceed, and the Department will not be obligated to pay for work done prior to receipt of the Notice to Proceed.
59

108.03
Within 10 calendar days after the Notice to Proceed has been issued, the Contractor shall begin the Work. Contract Time charges for Available Day and Calendar Day projects will begin on the date the Contractor starts to work, or 10 days after the Notice to Proceed, whichever occurs first. For Completion Date projects Contract Time charges shall begin on the day after the Notice to Proceed.
Where the Contractor's access to part of the Right of Way is restricted, either the Special Provisions in the Contract or the Conditional Notice to Proceed will indicate such restrictions. The Department may, at its option, issue a Conditional Notice to Proceed if, in the opinion of the Engineer, a sufficient portion of the Right of Way is available to the Contractor to allow construction to proceed.
108.03 PROSECUTION AND PROGRESS: The Contractor shall provide sufficient materials, equipment, and labor to guarantee the completion of the Project in accordance with the Plans and Specifications within the time set forth in the Proposal. Unless otherwise required by the Engineer, each operation shall begin as soon after the Contract is awarded as conditions will permit. Each class of work will be expected to continue from the date it is begun until it is completed.
The Contractor shall furnish the Engineer, for approval, a Progress Schedule immediately following the receipt of the Notice to Proceed. Unless otherwise specified, the schedule shall be prepared on forms furnished by the Department or an acceptable critical path schedule will be used as the basis for establishing the controlling items of work and as a check on the progress of The Work. This Schedule will not be required on resurfacing projects.
Approval of the Progress Schedule shall not be construed to imply approval of any particular method or sequence of construction or to relieve the Contractor of providing sufficient materials, equipment, and labor to guarantee the completion of the Project in accordance with the Plans, Specifications, and Special Provisions within the time set forth in the Proposal. Contract Time as shown in the Proposal is the allowable time. The Contractor's proposed Progress Schedule may indicate a completion date in advance of the Contract Specified Completion Date; however, the Department will not be liable in any way for the Contractor's failure to complete the project prior to the Contract Specified Completion Date.
At least 48 hours before commencing the Work, the Contractor shall notify the Engineer of the Contractor's intention to begin so that proper inspection may be provided. Should the prosecution of the Work be discontinued for any reason, the Contractor shall notify the Engineer at least 24 hours in advance of resuming operations.
If the Contractor's operations are materially affected by changes in the Plans or in the amount of work, or if the Contractor has failed to comply with the approved schedule, the Contractor shall submit a revised Progress Schedule, if requested by the Engineer, which schedule shall show how the Contractor proposes to prosecute the balance of The Work. The Contractor shall submit the revised Progress Schedule within 10 days after the date of the
60

108.05
request. The Contractor shall incorporate into every Progress Schedule submitted, any contract requirements regarding the order of performance of portions ofThe Work.
No payments will be made to the Contractor while delinquent in the submission ofa Progress Schedule, or a revised Progress Schedule.
108.04 LIMITATION OF OPERATIONS: The Contractor shall conduct The Work at all times in such a manner and in such sequence as will assure the least interference with traffic and shall provide for smooth and safe traffic flow. It shall be the decision of the Engineer as to what will assure the least interference with traffic and smooth safe traffic flow. Also, the Engineer may require the Contractor to finish a section on which work is in progress before work is started on any additional sections if the opening of such section is essential to public convenience.
108.05 CHARACTER OF WORKERS, METHODS AND EQUIPMENT: The Contractor shall at all times employ sufficient labor and equipment for prosecuting the several classes of work to full completion in the manner and time required by these Specifications.
All workers shall have sufficient skill and experience to perform properly the work assigned to them. Workers engaged in special or skilled work shall have sufficient experience in such work and in the operation of the equipment required to perform all work properly and satisfactorily.
Any person employed by the Contractor or by any Subcontractor who the Engineer determines does not perform work in a proper and skilled manner or is intemperate or disorderly shall, at the written request of the Engineer, be removed forthwith by the Contractor or Subcontractor employing such person, and shall not be employed again in any portion of The Work without the approval ofthe Engineer.
Should the Contractor fail to remove such person or persons as required above, or fail to furnish suitable and sufficient personnel for the proper prosecution of The Work, the Engineer may suspend The Work by written notice until such orders are complied with.
All equipment which is proposed to be used on The Work shall be of sufficient size and in such mechanical condition as to meet the requirements of The Work and to produce a satisfactory quality of work. Equipment used on any portion of the Project shall be such that no injury to the roadway, adjacent property, or other highways will result from its use.
When the methods and equipment to be used by the Contractor in accomplishing the construction are not prescribed in the Contract, the Contractor is free to use any methods or equipment that the Contractor demonstrates to the satisfaction of the Engineer that it will accomplish The Work in conformity with the requirements ofthe Contract.
When the Contract specifies that the construction be performed by the use of certain methods and equipment, such methods and equipment shall be used unless others are authorized by the Engineer. If the Contractor desires to use a method or type of equipment other than those specified in the Contract, the
61

108.06
Contractor may request authority from the Engineer to do so. The request shall be in writing and shall include a full description of the methods and equipment proposed to be used and an explanation of the reasons for desiring to make the change. If approval is given, it will be on the condition that the Contractor will be fully responsible for producing construction work in conformity with Contract requirements. If, after trial use of the substituted methods or equipment, the Engineer determines that the work produced does not meet Contract requirements, the Contractor shall discontinue the use of the substitute method or equipment and shall complete the remaining construction with the specified methods and equipment. The Contractor shall remove the deficient work and replace it with work of specified quality, or take such other corrective action as the Engineer may direct. No change will be made in basis of payment for the construction items involved nor in Contract Time as a result of authorizing a change in methods or equipment under these provisions.
108.06 TEMPORARY SUSPENSION OF WORK: The Engineer has the authority to suspend The Work wholly or in part, for as long as the Engineer may deem necessary, because of unsuitable weather, or other conditions considered unfavorable for continuing The Work, or for as long as the Engineer may deem necessary by reason of failure of the Contractor to carry out orders given, or to comply with any provisions of the Contract. No additional compensation will be paid the Contractor because of suspension. If it becomes necessary to stop The Work for an indefinite period, the Contractor shall store all materials in such a way that they will not impede the traveling public unnecessarily or become damaged in any way, and the Contractor shall take every precaution to prevent damage or deterioration of The Work done, provide suitable drainage of the roadway, and erect temporary structures where necessary. The Work shall be resumed when conditions are favorable or when corrective measures satisfactory to the Engineer have been applied; when, and as ordered by the Engineer in writing. The Contractor shall not stop The Work without authority.
If The Work is stopped by any temporary or permanent injunction, court restraining order, process or judgment of any kind, directed to either of the parties hereto, then such period or delay will not be charged against the Contract Time nor shall the Department be liable to the Contractor on account of such delay or termination of work.
108.07 DETERMINATION OF CONTRACT TIME: The definition of Contract Time and when Contract Time officially begins is stated in SubSection 101.19. After the Contract has been signed by all parties, Contract Time becomes the specified period of time, agreed upon by the Contractor, the Surety, and the Department, during which all Items and quantities of work set forth in the Proposal and included in the original Contract will be completed.
A. AVAILABLE DAY CONTRACTS: An available day is defined in Sub Section 101.04. The Engineer will furnish the Contractor a written monthly statement showing the total number of available days charged through the preceding month. The Contractor will be allowed one week in~
62

108.07
which to file a written protest setting forth in what respect said statement is incorrect, otherwise the statement shall be deemed to have been accepted by the Contractor as correct.
B. CALENDAR DAY CONTRACTS: When the Contract Time is on a calendar day basis it shall consist of the number of calendar days stated in the Contract counting from the date Contract Time starts as defined in SubSection 108.02, including all Sundays, holidays and non-work days.
C. COMPLETION DAY CONTRACTS: When the Contract completion time is a fixed date, it shall be the date on which all work on the Project shall be completed.
D. Settlement Periods shall always be computed in calendar days unless otherwise stated in the contract documents.
E. EXTENSION OF CONTRACT TIME: If satisfactory fulfillment of the Contract requires performance of work in greater quantities than those set forth in the Proposal, the Contract Time allowed for performance shall be extended on a basis commensurate with the amount and difficulty of the added work as determined by the Engineer, whose decision shall be final and conclusive. If the estimated time for the consolidation of embankments at bridge ends is extended, the Contract Time will be extended as provided in SubSection 208.03.B.3. If the normal progress of The Work is delayed for reasons beyond the Contractor's control, the Contractor shall, within fifteen days after the start of such delay, file a written request to the Engineer for an extension of time setting forth therein the reasons and providing complete documentation for the delay which the Contractor believes will justify the granting ofthe Contractor's request. The Contractor's plea that insufficient time was specified is not a valid reason for extension of time. If the Engineer finds that The Work was delayed because of conditions beyond the control and without the fault of the Contractor, the Engineer may extend the time for completion in such amount as the conditions justify. Any authorized extension of the Contract Time will be in full force and effect the same as though it were the original Contract Time.
F. SUSPENSION OF TIME CHARGES: If the Engineer suspends The Work by reason of failure of the Contractor to carry out written orders given, or to comply with any provision of the Contract, Time Charges will continue through the period of such suspension. If the Contractor is declared in default Time Charges will continue. Except on Completion Date Contracts, Time Charges will not be made against the Contract when the only remaining controlling items of work are shut down by the Engineer because of seasonal limitations or temperature controls.
G. WHEN TIME CHARGES CEASE: Time charges will cease when all work on Contract Items have been completed to the satisfaction of the Engineer.
63

108.08

The only exception to this requirement is that a satisfactory growth of vegetative cover and application(s) of nitrogen will not be required when Time Charges are stopped, provided all filling of washes and repairs to planted areas have been accomplished. Maintenance of planted areas in order to produce a satisfactory growth after Time Charges have stopped will be performed without assessment of liquidated damages provided this work is diligently prosecuted. If, during this waiting period, maintenance of any part of the Project is inadequate, the Engineer may resume Time Charges ten days after written notification to the Contractor and will continue Time Charges until the unsatisfactory conditions are corrected.
108.08 FAILURE OR DELAY IN COMPLETING WORK ON TIME: Time is an essential element of the Contract, and any delay in the prosecution of The Work may inconvenience the public, obstruct traffic, or interfere with business. In addition to the aforementioned inconveniences, any delay in completion of The Work will always increase the cost of engineering. For this reason, it is important that The Work be pressed vigorously to completion. Should the Contractor, or in case of default, the Surety fail to complete The Work within the time stipulated in the Contract or within such extra time that may be allowed, charges shall be assessed against any money due o~ that may become due the Contractor in accordance with the following schedule:

SCHEDULE OF DEDUCTIONS FOR EACH DAY OF OVERRUN IN CONTRACT TIME

Original Contract Amount

Daily Charges

From More Than

To and Including

Available Day

Calendar Day 01' Completion
Date

$

0

50,000

100,000

500,000

1,000,000

2,000,000

5,000,000

10,000,000

20,000,000

40,000,000

$ 50,000 100,000 500,000
1,000,000 2,000,000 5,000,000 10,000,000
20,000,000 40,000,000

$ 105 150 210 350 420 630 840
1,050 1,900 4,000

$ 75 110 150 225 300 450
600 800 1,000 2,100

When the Contract Time is on either the calendar day or completion date basis, the schedule for calendar days shall be used. When the Contract time is on an available days basis, the schedule for available days shall be used.
For each Calendar Day or Available Day, as specified, that any work shall remain uncompleted after the contract time specified for the completion of the Work required by the Contract, the sum specified in the Contract will be

64

108.09
deducted from any money due the Contractor, not as a penalty, but as liquidated damages; provided however, that due account shall be taken of any adjustment of the contract time for completion of the work granted under the provisions of Sub-Section 108.07.E.
The Department may waive such portions of the liquidated damages as may accrue after the work is in condition for safe and convenient use by the traveling public.
A. LIQUIDATED DAMAGES: The amount of such charges is hereby agreed upon as fixed liquidated damages due the Department after the expiration of the time for completion specified in the Contract. The Contractor and the Contractor's Surety shall be liable for liquidated damages in excess of the amount due the Contractor on the final payment. These fixed liquidated damages are not established as a penalty but are calculated and agreed upon in advance by the Department and the Contractor due the uncertainty and impossibility of making a determination as to the actual and consequential damages which are incurred by the Department, the State and the general public as a result of the failure on the part of the Contractor to complete The Work on time.
1. DEDUCTION FROM PARTIAL PAYMENTS: Liquidated damages, as they accrue, will be deducted from periodic partial payments, and such deduction shall be in addition to the retainage provided for in the Contract.
2. DEDUCTION FROM FINAL PAYMENT: The full amount of liquidated damages will be deducted from final payment to the Contractor and/or the Contractor's Surety.
3. NO LIQUIDATED DAMAGES CHARGED FOR DELAY BY THE DEPARTMENT: In case of default of the Contract and the subsequent completion of The Work by the Department as hereinafter provided, the Contractor and the Contractor's Surety shall be liable for the liquidated damages under the Contract, but no liquidated damages shall be chargeable for any delay in the final completion of The Work by the Department due to any unreasonable action, negligence, omission or delay ofthe Department. In any suit for the collection of or involving the assessment of liquidated damages, the reasonableness of the amount shall be presumed. The liquidated damages referred to herein are intended to be and are cumulative and shall be in addition to every other remedy now or hereafter enforceable at law, in equity, by statute, or under the Contract.
B. No Waiver of Department's Rights: Permitting the Contractor to continue and finish The Work or any part of it after the expiration of the time allowed for completion or after any extension of time, shall not operate as a waiver of the rights ofthe Department under the Contract.
108.09 DEFAULT OF CONTRACT: If the Contractor fails to begin The Work within the time specified, or fails to perform The Work with sufficient workers, equipment, or materials to ensure its prompt
65

108.09
completion, or performs The Work unsuitably, or neglects or refuses to remove materials or perform anew such work as shall be rejected as defective and unsuitable, or discontinues the prosecution of The Work, or from any other cause whatsoever does not carryon The Work in an acceptable manner, or becomes insolvent or is adjudicated a bankrupt, or commits any act of bankruptcy or insolvency, or allows any final judgment to stand unsatisfied for a period of 10 days, or makes an assignment for the benefit of creditors, or fails to comply with the contract requirements regarding wage payments or E.E.O. requirements, or fails to sign the standard release form as stipulated in Sub-Section 109.08 "Final Payment," the Engineer may give notice in writing by registered or certified mail to the Contractor and the Surety, stating the nature of the deficiencies and directing that The Work including its progress be remedied and made satisfactory. If, within 10 days after such notice, the Contractor or the Contractor's Surety does not proceed in satisfactory way to remedy the faults specified in said notice, the Engineer will notify the Contractor and the Contractor's Surety, by registered or certified mail, that the Contractor is in default, and by the same message direct the Surety to take over The Work including all of the obligations pertaining to the Contract. If the Surety takes over the work in a satisfactory way within 10 days after such notice of default, the Department will thenceforth pay to the Surety the amounts due and to become due under the Contract, less all deductions provided herein including liquidated damages. The Department shall not be liable for any sums not due under the Contract, and shall not be made a party to any dispute between the Contractor and the Surety.
If the Contractor is declared in default and The Work and other Contract obligations are taken over by the Surety as required by its Bond, and when all parts of The Work have been completed and found to be satisfactory by the Engineer, as provided for in Sub-Section 105.16 Final Acceptance, the said Surety is hereby constituted the attorney in fact of the Contractor for the purpose of executing such final releases as may be required by the Department or to do any other act or thing, including the execution of any documents, necessary to the completion of the Contract and a final settlement of same, including but not limited to those documents required by the provisions regarding final payment and release as set forth in Sub-Section 109.08.
For all purposes, as herein set out and defined, including the execution of documents necessary to the final completion and settlement of the Contract, the Surety, under such circumstances, is hereby authorized and directed by the Contractor to perform such acts and execute such documents as fully and completely as though the same were performed or executed by such contractor, and to be lawfully binding upon such Contractor as though such acts had been performed or such documents executed by the Contractor in person.
If the Surety does not take over The Work in a satisfactory way within
66

109.01
10 days after the notice of default, or does not proceed to finish The Work according to the Contract, the Department shall have full power and authority, without impairing the obligation of the Contract or the Contract Bond, to take over the completion of The Work; to appropriate or use any or all material and equipment on the ground that may be suitable, to enter into agreements with others for the completion of the Contract according to the terms and provisions thereof; or to use such other methods as may be required for the completion of the Contract. In so assuming the obligations of the Contractor, the Department does so as the agent of the Contractor. Assumption of these duties and obligations by the Department will not act as a release of the Contractor or the Contractor's Surety from any of the provisions of this Contract. The Contractor and the Contractor's Surety shall be liable for all costs incurred by the Department in completing The Work and also for all liquidated damages in conformity with the terms of the Contract. If the sum of such liquidated damages and the expense so incurred by the Department is less than the sum which would have been payable under this Contract if it had been completed by the Contractor or his Surety, the Contractor, or the Contractor's Surety, shall be entitled to receive the difference; and if the sum of such expense and such liquidated damages exceeds the sum which would have been payable under the Contract, the Contractor and the Contractor's Surety shall be liable and shall pay to the Department the amount of such excess. Notice to the Contractor shall be deemed to have been served when delivered to the person in charge of any office used by the Contractor, the Contractor's representative at or near The Work, or by registered or certified mail addressed to the Contractor at the last known place of business.
Time Charges shall continue through a period of a default in compliance with the provisions of Sub-Section 108.07.F.
108.10 TERMINATION OF CONTRACTOR'S RESPONSIBILITY: Except as specified in the Contract Bond and in Sub-Section 107.20, the Contractor's responsibility for The Work shall terminate upon final acceptance ofThe Work by the Department.
SECTION lO9-MEASUREMENT AND PAYMENT
109.01 MEASUREMENT AND QUANTITIES: All work completed under the Contract will be measured by the Engineer according to United States standard measure.
The method of measurement and computations to be used in determination of quantities of material furnished and of work performed under the Contract will be those methods generally recognized as conforming to good engineering practice.
Unless otherwise specified, longitudinal measurements for area computations will be made along the surface, and no deductions will be made for individual fixtures having an area of one square meter or less. Unless otherwise specified, transverse measurements for area computations will be the neat dimensions shown on the Plans or ordered in writing by the Engineer.
67

109.01
Where payment is to be made by the square meter for a specified thickness, the length will be measured on the surface along the centerline and the pay width shall be that width specified on the plans for the Final surface of the completed section. Intermediate courses shall be placed at a width sufficient to support successive courses with no detriment to the stability of the successive courses. The width of material required beyond the pay width will not be eligible for payment and shall be considered incidental to the work.
Structures will be measured according to neat lines shown on the Plans or as altered to fit field conditions.
All items which are measured by the linear meter, such as pipe culverts, guardrail, underdrains, etc., will be measured parallel to the base or foundation upon which such structures are placed, unless otherwise shown on the Plans.
In computing volumes of excavation, the average end area method or other acceptable methods will be used.
The term "megagram" (Mg) will mean one metric ton which is equivalent to one thousand kilograms. Any commodity paid for by weight shall be weighed on scales which have been approved as specified below and which are furnished at the expense of the Contractor or Supplier. Weighing and measuring systems including remote controls shall be subject to type-approval by the Department of Transportation. The manufacture, installation, performance, and operation of such devices located in Georgia shall conform to, and be governed by, the Official Code of Georgia, Annotated, Section 10-2-5 of the Georgia Weights and Measures Act, the Georgia Weights and Measures Regulations, as amended and adopted, the current edition of the National Bureau of Standards Handbook 44, and these Specifications. Weighing and measuring systems located outside Georgia which are utilized for weighing materials to be used in Department work shall be manufactured, installed, approved, and operated in accordance with applicable laws and regulations for the state in which the scales are located.
All weighing, measuring and metering devices used to measure quantities for payment shall be suitable for the purpose intended and will be considered to be "commercial devices." Commodity scales located in Georgia shall be certified prior to use for accuracy, condition, etc., by the Weights and Measures Division of the Georgia Department of Agriculture, its authorized representative, or the Georgia Department of Transportation Office of Materials and Research. Scales located outside Georgia shall be certified in accordance with applicable laws and regulations for the state in which the scales are located. They may be certified by the Georgia Department ofTransportation Office of Materials and Research. This certification shall have been made within a period of not more than one year prior to date of use for weighing commodity.
All equipment and all mechanisms and devices attached thereto or used in connection therewith shall be constructed, assembled, and installed for use so that they do not facilitate the perpetration of fraud. Any scale component or mechanism, which if manipulated would alter true scale values (including manual zero setting mechanisms) shall not be accessible to the scale operator. Such components and mechanisms which would otherwise be accessible to the scale operator shall be enclosed. Provisions shall be made for security seals where appropriate on equipment and accessories. A security seal shall be affixed to any
68

109.01
adjustment mechanism designed to be sealed. Scale or accessory devices shall not be used if security seals have been broken or removed.
Any certified scale or scale component which has been repaired, dismantled, or moved to another location shall again be tested and certified before it is eligible for weighing.
Whenever materials which are paid for based on weight are from a source within the State, the scales shall be operated by and the weights attested to by signature and seal of a duly authorized Certified Public Weigher in accordance with Standard Operating Procedure 15 and the Official Code of Georgia, Annotated, Section 10-2-5 of the Georgia Weights and Measures Act as amended and adopted. When such materials originate from another state which has a certified or licensed weigher program, the scales shall be operated by a weigher who is certified by that state in accordance with applicable laws and weight ticket recordation shall be in accordance with Standard Operating Procedure 15. When materials are paid for based on weight and originate from another state which has no program for certifying or licensing weighers, the materials shall be weighed on scales located in the State of Georgia by a Certified Public Weigher in accordance with Standard Operating Procedure 15 and the Official Code of Georgia, Annotated, Section 10-2-5 of the Georgia Weights and Measures Act as amended and adopted.
No scale shall be used to measure weights greater than the scale manufacturer's rated capacity. A digital recorder shall be installed as part of any commodity scale. The recorder shall produce a printed digital record on a ticket with the gross, tare, and net weights of the delivery trucks, along with the date and time printed for each ticket. Provisions shall be made so that the scales or recorders may not be manually manipulated during the printing process. The system shall be so interlocked as to allow printing only when the scale has come to rest. Either the gross or net weight shall be a direct scale reading. Printing and recording systems that are capable of accepting keyboard entries shall clearly and automatically differentiate a direct scale weight value from any other weight values printed on the load ticket.
All scales used to determine pay quantities shall be provided to attain a zero balance indication with no load on the load receiving element by the use of semi-automatic zero (pushbutton zero) or automatic zero maintenance.
Vehicle scales shall have a platform of sufficient size to accommodate the entire length of any vehicle weighed and shall have sufficient capacity to weigh the largest load. Adequate drainage shall be provided to prevent saturation of the ground under the scale foundation.
The Engineer has discretion to require the platform scales to be checked for accuracy. For this purpose the Contractor shall load a truck with material of choosing, weigh the loaded truck on scales, and then weigh it on another set of certified vehicle scales. When the difference exceeds four percent of load, the scales shall be corrected and certified by a registered scale serviceperson registered in the appropriate class as outlined in the Georgia Weights and Measures Regulations or in accordance with applicable requirements of the state in which the scales are located. A test report shall be submitted to the appropriate representative of the Department ofAgriculture.
69

109.01
Materials to be measured by volume in the hauling vehicle shall be hauled in approved vehicles and measured therein at the point of delivery. Vehicles for this purpose may be of any size or type acceptable to the Engineer, provided that the body is of such shape that the actual contents may be readily and accurately determined. All vehicles shall be loaded to their water level capacity as determined by the Engineer, provided that the body is of such shape that the actual contents may be readily and accurately determined.
Cement and lime will be measured by the megagram. Whenever cement or lime is delivered to the Project in tank trucks, a certified weight shall be made at the shipping point by an authorized Certified Public Weigher who is not an employee of the Department. Whenever cement and lime are from a source within the State, the scales shall be operated by the weights attested to by signature and seal of a duly authorized Certified Public Weigher in accordance with Standard Operating Procedure 15 and the Official Code of Georgia, Annotated, Section 10-2-5 of the Georgia Weights and Measures Act as amended and adopted. When such materials originate from another state. which has a certified or licensed weigher program, the scales shall be operated by a weigher who is certified by that state in accordance with applicable laws and the weight ticket recordation shall be in accordance with Standard Operating Procedure 15. When cement and lime originate from another state which has no program for certifying or licensing weighers, the materials shall be weighed on scales located in the State of Georgia by a Certified Public Weigher in accordance with Standard Operating Procedure 15 and the Official Code of Georgia, Annotated, Section 10-2-5 of the Georgia Weights and Measures Act as amended and adopted.
The shipping invoice shall contain the certified weights and the signature and seal ofthe Certified Public Weigher. A security seal shall also be affixed to the discharge pipe cap on the tank truck prior to leaving the shipping point. The number on the security seal shall also be recorded on the shipping invoice. The shipping invoice for quicklime shall also contain a certified lime purity percentage. Unsealed tank trucks will require reweighing by a Certified Public Weigher.
Timber will be measured by the cubic meter actually incorporated in the structure. Measurements will be based on nominal widths and thicknesses and the actual length in place. No additional measurement will be made for splices except as noted for overlaps as shown on the Plans.
The term "Lump Sum" when used as an item of payment will mean complete payment for the Work described in the Contract.
When a complete structure or structural unit (in effect, "Lump Sum" work) is specified as the unit of the measurement, the unit will be construed to include all necessary fittings and accessories.
Rental of equipment will be measured as defined in Sub-Section 109.05.BA. When standard manufactured items are specified as fence, wire, plates, rolled shapes, pipe conduits, etc., and these items are identified by gage, unit weight, section dimensions, etc., such identification will be considered to be nominal weights or dimensions. Unless more stringently controlled by
70

109.02
tolerance in cited Specifications, manufacturing tolerances established by the industries involved will be accepted.
109.02 MEASUREMENT OF BITUMINOUS MATERIALS:
A. BY WEIGHING THE MATERIAL: This method is preferred by the Department whenever it is practicable. This method will be considered acceptable under the following conditions:
1. WEIGHED ON PROJECT: If the weights of the bituminous materials delivered by tank trucks are to be determined on the Project, weights shall be determined on scales that have been previously checked by the Department with standard weights for accuracy. The scale platform shall be large enough to accommodate the entire vehicle at one time. Under no conditions will truck scales be used to measure weights greater than their rated capacity. All weights not determined in the presence of an authorized representative of the Department shall be made by a Certified Public Weigher who is not an employee of the Department of Transportation and who is in good standing with the Georgia Department of Agriculture. The weight tickets shall carry both the signature and seal of the Certified Public Weigher.
2. WEIGHED AT SHIPPING POINT: A certified weight made at the shipping point by an authorized certified Public Weigher who is not an employee of the Department of Transportation and who is registered with the Georgia Department of Agriculture, will be acceptable provided all openings in the tank have been sealed by the producer and when, upon inspection on the project, there is no evidence of any leakage. The shipping ticket in this case must carry the signature and seal of the Certified Public Weigher. If the tank is not completely emptied the amount of material remaining in the tank truck will be measured by either weight or volume and the amount so determined, as verified by the Engineer, will be deducted from the certified weight.
3. BY EXTRACTION ANALYSIS: The weight of bituminous material used will be determined by extraction tests made by the field laboratory. The average asphalt content for each Lot will be used to compute the weight of the Asphalt Cement to be paid for in accordance with the following formula:
P=%ACXT
Where: P = Pay megagrams of Asphalt Cement % AC = Lot average of% Asphalt Cement by weight of total mix as determined by extraction T = Actual accepted megagrams of mixture as weighed
4. BY DIGITAL RECORDING DEVICE: The amount of bituminous material as shown on the printed tickets will be the Pay Quantity.
B. BY VOLUME: The volume will be measured and corrected for the difference between actual temperature and 15C. Containers shall be level
71

109.02
when measured, and one of the following methods shall be used, whichever is best suited to the circumstances:
1. TANK CAR MEASUREMENT: If the material is shipped to the Project in railroad tank cars, the Contractor shall furnish the Engineer a certified chart showing the dimensions and volume for each 25 mm of depth for each tank. The Engineer will make outage and temperature measurements before unloading is begun and after it is finished. The measurements will be taken when the bituminous material is at a uniform temperature and free from air bubbles. The Contractor shall not remove any bituminous material from any tank until necessary measurements have been made nor shall the car be released until final outage has been measured. The total number of liters allowed for any tank car shall not be more than the U.S. Interstate Commerce Commission rating for that car, converted to liters at 15C.
2. TRUCK MEASUREMENT: If bituminous materials are delivered to the Project in tank trucks, distributor tanks, or drums, the Contractor shall not remove any bituminous material from the transporting vehicle or container until necessary measurements have been made, nor shall the transporting vehicle or container be released until final outage has been measured. If weighing is not convenient, the Contractor shall furnish the Engineer with a certified chart showing the dimensions and volume of each container together with a gauge or calibrated measuring rod which will permit the volume of the material to be determined by vertical measurement.
3. METERING: The volume may be determined by metering, in which case the metering device used and the method of using it shall be subject to the approval ofthe Engineer.
4. TIME OF DELIVERIES: The arrival and departure of vehicles delivering bituminous materials to the Project site shall be so scheduled that the Engineer is afforded proper time for the measurements of delivered volume and final outage. The necessary measurements will be made by the Engineer only during the Contractor's normal daily working hours.
C. PRODUCTION FOR MULTIPLE PROJECTS: When a Contractor is producing Asphaltic Concrete from one plant, which is being placed on two or more jobs, public or private, the amount of bituminous material used may be determined by extraction tests in accordance with Sub-Section 109.02.A.3. or digital recording device in accordance with Sub-Section 109.02.A4.
D. TACK COAT: When the same storage facility is utilized for Bituminous Materials to be used in Hot Mix Asphaltic Concrete, Bituminous Tack Coat, and/or Surface Treatment, the quantity used for Tack Coat shall be converted to megagrams and deducted from the quantities for the Bituminous Material used in the Hot Mix Asphaltic Concrete and Surface Treatment.
72

109.04

E. CORRECTIONS: When the volume and temperature have been determined as defined above, the volume will be corrected by the use of the following formula:

V =Y..LI_

_

K (t-15) + 1

Where:

V =Volume of bituminous material at 15C. VI =Volume of hot bituminous material t =Temperature of hot bituminous material in degrees
Celsius
= K Coefficient of Expansion of bituminous material
(correction factor).

The correction factors K for various material are given below: 0.00063 per degree C for petroleum oils having a specific gravity of 15CI15C above 0.966. 0.00072 per degree C for petroleum oils having a specific gravity of 15C.l15C between 0.850-0.966. 0.00045 per degree C for Emulsified Asphalt. 0.00072 per degree C for Creosote Oil.

109.03 SCOPE OF PAYMENT: The Contractor shall receive and accept the compensation provided for in the Contract as full payment for furnishing all materials, labor, tools, equipment, superintendence and incidentals, and for performing all work contemplated and embraced under the Contract in a complete and acceptable manner, for any infringement of patent, trademark or copyright, for all loss or damage arising from the nature of The Work, or from the action ofthe elements, for all expenses incurred by or in consequence of the suspension or discontinuance of The Work, or from any unforeseen difficulties which may be encountered during the prosecution ofThe Work and for all risks of every description connected with the prosecution of The Work until its final acceptance by the Engineer, except as provided in Sub-Section 107.16.
The payment of any partial estimate or of any retained percentage prior to final acceptance of the Project as provided in Sub-Section 105.16 shall in no way affect the obligation of the Contractor, to repair, or renew any defective parts of the construction or to be responsible for all damages due to such defects.

109.04 PAYMENT AND COMPENSATION FOR ALTERED QUANTITIES: When alteration in Plans or quantities of work not requiring Supplemental Agreements as hereinbefore provided for are ordered and performed, the Contractor shall accept payment in full at the Contract Unit Bid Prices for the actual quantities of work done, and no allowance will be made for increased expense, loss of expected reimbursement, or loss of anticipated profits suffered or claimed by the Contractor, resulting either directly from such alterations, or indirectly from unbalanced allocation among the Contract Items of overhead expense on the part of the Bidder and subsequent loss of expected reimbursement therefore, or from any other cause.
Compensation for alterations in Plans or quantities of work requiring

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Supplemental Agreements shall be as stipulated in such agreement, except that when the Contractor proceeds with The work without change of price being agreed upon, the Contractor shall be paid for such increased or decreased quantities at the Contract Unit Prices Bid in the Proposal for the Items of The Work.
109.05 EXTRA WORK: Extra Work, as defined in 101.27, when ordered in accordance with 104.04, will be authorized in writing by the Engineer. The authorization will be in the form of a Supplemental Agreement or Force Account.
A. SUPPLEMENTAL AGREEMENT: In the case of a Supplemental Agreement, the work to be done will be stipulated and agreed upon by both parties prior to any extra work being performed.
The method of payment will be Lump Sum or Unit Price or both as dictated by the Supplemental Agreement.
B. FORCE ACCOUNT: When no agreement is reached for Extra Work to be done at Lump Sum or Unit Prices, such work may be authorized by the Department to be done on a Force Account basis. A Force Account estimate which identifies all anticipated costs shall be prepared by the Contractor on forms provided by the Engineer. Work shall not begin until the Force Account is approved. Payment for Force Account work will be in accordance with the following:
1. LABOR: For all labor, equipment operators and supervisors, excluding superintendents, in direct charge of the specific operations, the Contractor shall receive the rate of wage agreed upon in writing before beginning work for each and every hour that said labor, equipment operators and supervisors are actually engaged in such work. The Contractor shall receive the actual costs paid to, or in behalf of, workers by reason of subsistence and travel allowances, health and welfare benefits, pension fund benefits, or other benefits, when such amounts are required by collective bargaining agreement or other employment contract generally applicable to the classes of labor employed on The Work. An amount equal to 15% of the sum of the above items will also be paid the Contractor.
2. BOND, INSURANCE, AND TAX: For property damage, liability, and worker's compensation insurance premiums, unemployment insurance contributions, and social security taxes on the Force Account work, the Contractor shall receive the actual cost, to which cost no percentage will be added. The Contractor shall furnish satisfactory evidence of the rate or rates paid for such bond, insurance, and tax.
3. MATERIALS: For materials accepted by the Engineer and used, the Contractor shall receive the actual cost of such materials incorporated into The Work, including Contractor paid transportation charges
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(exclusive of machinery rentals as hereinafter set forth), to which cost 10% will be added.
4. EQUIPMENT: For any machinery or special equipment (other than small tools) including fuel and lubricant, plus transportation costs, the use of which has been authorized by the Engineer, the Contractor shall receive the rental rates indicated below for the actual time that such equipment is in operation on the Work or the time, as indicated below, the equipment is directed to stand by. Equipment rates shall be based on the latest edition of the "Rental Rate Blue Book for Construction Equipment" or "Rental Rate Blue Book for Older Construction Equipment," whichever applies, as published by Dataquest, Inc. using all instructions and adjustments contained therein and as modified below.
Allowable Equipment Rates shall be established as defined below:
a. Allowable Hourly Equipment Rate=Monthly Rate/176 x Adjustment Factors x 70%
b. Allowable Hourly Operating Cost=Hourly Operating Cost x 70%
c. Allowable Rate Per Hour=Allowable Hourly Equipment Rate + Allowable Hourly Operating Cost.
d. Standby Rate=Allowable Hourly Equipment Rate x 35%
Note: The Monthly Rate is The Basic Machine Plus Any Attachments.
Standby rates shall apply when equipment is not in operation and is directed by the Engineer to standby for later use. In general Standby rates shall apply when equipment is not in use, but will be needed again to complete The Work and the cost of moving the equipment will exceed the accumulated standby cost. Payment for standby time will not be made on any day the equipment operates for 8 or more hours. For equipment accumulating less than 8 hours operating time on any normal work day, standby payment will be limited to only that number of hours which, when added to the operating time for that day equals 8 hours. Standby payment will not be made on days that are not normally considered work days.
The Department will not approve any rates in excess of the rates as outlined above unless such excess rates are supported by an acceptable breakdown of the cost.
Payable time periods will not include (1) time elapsed while equipment is broken down, (2) time spent in repairing equipment, or (3) time elapsed after the Engineer has advised the Contractor the equipment is no longer needed.
If a piece of equipment is needed which is not included in the above
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Blue Book rental rates, reasonable rates shall be agreed upon in writing before the equipment is used. All equipment charges by persons or firms other than the Contractor shall be supported by invoices.
Transportation charges for each piece of equipment to and from the site ofthe Work will be paid provided: (1) the equipment is obtained from the nearest approved source, (2) the return charges do not exceed the delivery charges, (3) haul rates do not exceed the established rates of licensed haulers, and (4) such charges are restricted to those units of equipment not already available and not on or near the Project.
No additional compensation will be made for equipment repair.
5. MISCELLANEOUS: No additional allowance will be made for general superintendence, the use of small tools, or other costs for which no specific allowance is herein provided.
6. COMPENSATION: The Contractor's representative and Engineer shall compare records and agree on the cost of work done as ordered on a Force Account basis at the end of each day on forms provided by the Department.
7. SUBCONTRACT FORCE ACCOUNT WORK: For work performed by an approved Subcontractor or Second-tier Subcontractor, all provisions of this Section (109.05) that apply to the prime Contractor in respect to labor, materials and equipment shall govern. The prime Contractor shall coordinate the work of the Subcontractor. The prime Contractor will be allowed an amount to cover administrative cost equal to 5% of the Subcontractor's amount earned but not to exceed $5,000.00 per Subcontractor. Mark-up for Second-tier Subcontract work will not be allowed.
Should it become necessary for the Contractor or Subcontractor to hire a firm to perform a specialized type of work or service which the prime Contractor or Subcontractor is not qualified to perform, payment will be made at reasonable invoice cost. To each invoice cost a mark-up to cover administrative cost equal to 5% of the total invoice but not to exceed $5,000.00 will be allowed the Contractor or Subcontractor but not both.
8. STATEMENTS: No payment will be made for work performed on a Force Account basis until the Contractor has furnished the Engineer with duplicate itemized statements of the cost of such Force Account work detailed as follows:
a. Name, classification, date, daily hours, total hours, rate, and extension for each laborer,equipment operator, and supervisor, excluding superintendents.
b. Designation, dates, daily hours, total hours, rental rate, and extension for each unit of machinery and equipment.
c. Quantities of materials, price, and extensions.
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d. Transportation of materials.
e. Cost of property damage, liability, and worker's compensation insurance premiums, unemployment insurance contributions, and social security tax.
Statements shall be accompanied and supported by invoices for all materials used and transportation charges. However, if materials used on the Force Account work are not specifically purchased for such work but are taken from the Contractor's stock, then in lieu of the invoices, the Contractor shall furnish an affidavit certifying that such materials were taken from stock, that the quantity claimed was actually used, and that the price and transportation claimed represent the actual cost to the Contractor.
Payment based on Force Account records shall constitute full payment and settlement of all additional costs and expenses including delay and impact damages caused by, arising from or associated with The Work performed.
109.06 ELIMINATED ITEMS: Should any Items contained in the Proposal be found unnecessary for the proper completion of The Work, the Engineer may, upon written order to the Contractor, eliminate such Items from the Contract, and such action shall in no way invalidate the Contract. When a Contractor is notified of the elimination of Items, the Contractor will be reimbursed for actual work done and all costs incurred, including mobilization of materials prior to said notifications.
109.07 PARTIAL PAYMENTS:
A GENERAL: At the end of each calendar month, the total value of Items complete in place will be estimated by the Engineer and certified for payment. Such estimate is approximate only and may not necessarily be based on detailed measurements. Value will be computed on the basis of Contract Item Unit Prices or on percentage of completion of Lump Sum Items. When so requested by the Contractor and approved by the Engineer, Gross Earnings of $150,000 or more for work completed within the first fifteen (15) days of any month will be certified for payment on a semimonthly basis. Certain deductions from the amount due on Partial Payment estimates will be retained by the Department until final payment is made after full compliance with Sub-Section 109.08. The amounts to be deducted and retained shall conform to the conditions and provisions of Sub-Section 109.07.B.6., C., D. and E.
B. MATERIALS ALWWANCE: Payments will be made on delivered costs, or percentage of bid price if otherwise noted, with copies of paid invoices provided to the Department for the materials listed below which are to be incorporated into the Project provided the materials conform to all Specification requirements and are stored on the Project right of way. Upon written request by the Contractor and written approval of the
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Engineer, the materials maybe stored off the right of way, but local to the Project, provided such storage is necessary due to lack of storage area on the right of way, need for security, or need for protection from weather.
As a further exception to on-Project storage, upon written request by the Contractor, the Engineer may approve off-the-Project storage items uniquely fabricated or precast for a specific Project, such as structural steel and precast concrete, which will be properly marked with the Project number and stored at the fabrication or precast facility.
The Engineer may approve out-of-state storage for structural steel and prestressed concrete beams uniquely fabricated for a specific Project stored at the fabrication facility.
1. Paid invoices should accompany the materials allowance request, but in no case be submitted to the Project Engineer later than thirty (30) calendar days following the date of the progress payment report on which the materials allowance was paid. In case such paid invoice(s) are not furnished within the established time, the materials allowance payment will be removed from the next progress statement and no further materials allowance will be made for that item on that Project.
2. Materials allowances will be paid for those items which are not readily available, and which can be easily identified and secured for a specific project and for which lengthy stockpiling periods would not be detrimental. Some exclusions are as follows:
a. No payments will be made on living or perishable plant materials until planted.
b. No payments will be made on Portland Cement, Liquid Asphalt or Grassing Materials.
c. No payment will be made for aggregate stockpiled in a quarry. Payment for stockpiled aggregate will be made only if the aggregate is stockpiled on or in the immediate vicinity of the project and is held for the exclusive use on that project. The aggregate must be properly secured. If the aggregate stockpiled is to be paid for on a per megagram basis it must be reweighed on approved scales at the time it is incorporated into the Project.
d. No payments will be made on minor material items, hardware, etc.
3. No materials allowance will be made for materials when it is anticipated that those materials will be incorporated into the Work within thirty (30) calendar days.
4. No materials allowance will be made for a material when the requested allowance for such material is less than $10,000.
5. No materials allowance will be made for a material that has not been seen, inspected, and certified by the District Engineer, either personally or through the District Engineer's representative, or through a Laboratory representative, as to quantity, quality, proper
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storage, and security. Where a storage area is used for more than one project, material
for each project shall be segregated from material for other projects, identified, and secured. Adequate access for auditing shall be provided. All units shall be stored in a manner so that they are clearly visible for counting and/or inspection of the individual units.
6. The Commissioner has the discretion to grant waiver to the requirements of this Section when of the opinion that such waiver would be in the public interest. Subsequently, in the event the material is not on-hand and in the quantities for which the materials allowance was granted, the materials allowance payment will be removed from the next progress statement and no further materials allowance will be made for those items on that Project. If sufficient earnings are not available on the next progress statement, the Contractor agrees to allow the Department to recover the monies from any other Contract that the Contractor may have with the Department, or to otherwise reimburse the Department. Payments for materials on hand shall not exceed the invoice price or seventy-five percent (75%) of the bid prices for the pay items into which the materials are to be incorporated, whichever is less.
C. RETAINAGE:
1. The Department shall retain two and one-half (21M percent of the gross value of the Completed Work as indicated by the current estimate certified by the Engineer for payment.
2. When all Work is completed or time charges have ceased as defined in Sub-Section 108.07.F. or G., and pending final acceptance and final payment, the amount retained may be reduced at the discretion of the Engineer, subject to agreement by the Contractor and the Contractor's Surety. However, no reduction in retainage payment will be made until the Contractor has filed an application for payment of a portion of the retainage and waiver of all claims, except claims filed with the Department prior to the date of said application and except claims for adjustments as to quantities of Contract Items appearing on the Final Statement to the Contractor. Application and waiver shall be made on the Department's form.
3. In the event that partial payments based on estimated quantities result in an overpayment to the Contractor and the Contractor has insufficient earnings on Contracts with the Department to allow reimbursement in a timely manner, the Contractor agrees to allow the Department to remove such sums from retainage as is necessary to reimburse for the overpayment. All subsequent earnings by the Contractor on any Contract with the Department shall be placed into retainage until such time as the amount retained on all contracts is in compliance with Sub-Section 109.07.
4. In lieu of the retained amounts of money being deducted by the
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Department as stated in Sub-Section 109.07.C.1. and 2., the Contractor may establish an escrow account with any State or National Bank chartered within the State of Georgia. In the event such an escrow account is established, retainage will be paid to the escrow agent in accordance with the terms of the Escrow Agreement and in accordance with Georgia laws 1971. p 635 (Act. No. 560, 1971 Session of the General Assembly of Georgia).
D. LIQUIDATED DAMAGES: Accrued liquidated damages will be deducted in accordance with Sub-Section 108.08.
E. OTHER DEDUCTIONS: In addition to the deductions provided for above, the Department has the right to withhold any payments due the Contractor for items unpaid by the Contractor for which the Department is directly responsible, including, but not limited to, royalties (see Section 106).
F. AMOUNT OF PAYMENT: The balance remaining after all deductions provided for herein have been made will be paid to the Contractor. Partial estimates are approximate and are subject to correction on subsequent progress statements. If sufficient earnings are not available on the subsequent progress statement, the Contractor agrees to allow the Department to recover the monies from any other Contract that the Contractor may have with the Department, or to otherwise reimburse the Department. The Engineer is responsible for computing the amounts of all deductions herein specified, for determining the progress of the Work and for the items and amounts due to the Contractor during the progress of the Work and for the final statement when all Work has been completed.
G. INTEREST: Under IlO circumstances will any interest accrue or be payable on any sums retained or deducted by the Department as authorized by Sub-Section 109.07.A
H. The Contractor shall insert the following in each Subcontract entered into for work under this Contract: ''The Contractor may retain a maximum of 2-1/2 percent of the gross value of the Completed Work as indicated by the current estimate certified by the Engineer for payment." Neither the inclusion of this Specification in the Contract between the Department and the Prime Contractor nor the inclusion of the provisions of this Specification in any Contract between the Prime Contractor and any of the Prime Contractor's Subcontractors nor any other Specification or Provision in the Contract between the Department and the Prime Contractor shall create, or be deemed to create, any relationship, contractual or otherwise, between the Department and any Subcontractor.
109.08 FINAL PAYMENT: When final inspection and final acceptance have been made by the Engineer as provided in Sub-Section 105.16, the Engineer will prepare the Final Statement of the quantities of the various classes of work performed. All prior partial estimates and payments shall be subject to correction in the Final Statement. The District Engineer will transmit a copy of the Statement to the Contractor by Registered or Certified Mail. The
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Contractor will be afforded twenty (20) days in which to review the Final Statement in the District Office before it is certified for payment by the Engineer. Any adjustments will be resolved by the District Engineer or in case of a dispute referred to the Chief Engineer whose decision shall be final and conclusive. Mter approval of the Final Statement by the Contractor, or after the expiration of the twenty (20) days, or after a final ruling on disputed items by the Chief Engineer, the Final Statement shall be certified to the Treasurer by the Chief Engineer stating the Project has been accepted and that the quantities and amounts of money shown thereon are correct, due and payable.
The Treasurer, upon receipt of the Engineer's certification, shall in turn furnish the Contractor with the Department's Standard Release Form to be executed in duplicate. The aforesaid Release Form, showing the total amount of money due the Contractor, shall be sent to the Contractor by Registered or Certified mail, to be delivered to such Contractor upon the signing of a return receipt card, to be returned to the Department in accordance with the provision of Federal law in respect to such matters and such return receipt card shall be conclusive evidence of a tender of said sum of money to the Contractor. Upon receipt of the properly executed Standard Release Form, the Treasurer shall make final payment jointly to the Contractor and the Contractor's Surety. The aforesaid certification, executed release form, and final payment shall be evidence that the Commissioner, the Engineer, the Department have fulfilled the terms of the Contract, and that the Contractor has fulfilled the terms of the Contract except as set forth in the Contractor's Contract Bond.
The Standard Release Form is to be executed by the Contractor within 120 days after delivery thereof, as evidenced by the Registered or Certified Mail Return Receipt. Should the Contractor fail to execute the Standard Release Form because the Contractor disputes the Final Payment as offered, or because the Contractor believes that the Contractor has a claim for damages or additional compensation under the Contract, the Contractor shall, within 120 days after delivery to the Contractor of the Standard Release Form, as evidenced by the Registered or Certified Mail Return Receipt, enter suit in the proper court for adjudication of the Contractor's claim. Should the Contractor fail to enter suit within the aforesaid 120 days, then by agreement hereby stipulated, the Contractor is forever barred and stopped from any recovery or claim whatsoever under the terms of this Contract.
Should the Contractor fail to execute the Standard Release Form or file suit within 120 days after delivery thereof, then the Surety on the Contractor's Bond is hereby constituted the attorney-in-fact of the Contractor for the purpose of executing such final releases as may be required by the Department, including but not limited to the Standard Release Form, and for the purpose of receiving the Final Payment under this Contract.
The Department reserves the right as defined in Sub-Section 107.20, should an error be discovered in any estimates, to claim and recover from the Contractor or the Contractor's Surety, or both, such sums as may be sufficient to correct any error of overpayment. Such overpayment may be recovered from payments due on current active Projects or from any future State work done by the Contractor.
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The foregoing provisions of this Section shall be applicable both to the Contractor and the Surety on the Contractor's Bond; and, in this respect, the Surety shall be bound by the provisions of Sub-Section 108.09 of these Specifications in the same way and manner as the Contractor.
A. SEMIFINAL PAYMENTS: Whenever final acceptance of The Work has been delayed due to conditions over which the Contractor has no control, the Engineer has the discretion to certify the payment of such portion of the retainage as is deemed advisable, subject to the following conditions:
1. No payment will be made until the Contractor has filed an application for payment of a portion of the retainage and a waiver of all claims, except claims filed with the Department prior to the date of said application and except claims for adjustments as to quantities of Contract Items appearing on the Final Statement to the Contractor. Application and waiver shall be made on the Department's form.
2. No payment will be made until the Contractor has submitted to the Department all documents required by any State or Federal agency in connection with the Project.
3. No payment will be made if the retainage is less than $5,000.00.
4. No certification will be made reducing the amount retained to less than $5,000.00 before final payment.
5. No payment will be made unless the amount of payment is at least $1,000.00.
6. All payments provided for above will be made to the Contractor and the Contractor's Surety jointly. Whenever final payment is delayed after final acceptance of The Work, the Engineer may certify the payment of such portion of the retainage as is deemed advisable, subject to the foregoing conditions.
B. INTEREST: In the event the Contractor fails to execute the Standard Release Form as prepared by the Treasurer because the Contractor disputes the amount of the final payment as stated therein, the amount due the Contractor shall be deemed by the Contractor and the Department to be an unliquidated sum and no interest shall accrue or be payable on the sum fmally determined to be due to the Contractor for any period prior to final determination of such sum, whether such determination be by agreement of the Contractor and the Department or by final judgement of the proper court in the event oflitigation between the Department and the Contractor. The Contractor specifically waives and renounces any and all rights it may have under Section 13-6-13 of the Official Code of Georgia Annotated, and agrees that in the event suit is brought by the Contractor against the Department for any sum claimed by the Contractor under the Contract or for any extra or additional work, no interest shall be awarded on any sum found to be due from the Department to the Contractor in the final judgement entered in such suit. All final judgements shall draw interest at the legal rate, as specified by law. Also, the Contractor agrees that notwithstanding any provision or provisions of Chapter 11 of Title 13
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of the Official Code of Georgia Annotated that the provisions of this contract control as to when and how the Contractor shall be paid for The Work. Further, the Contractor waives and renounces any and all rights it may have under Chapter 11 of Title 13 of the Official Code of Georgia Annotated.
C. TERMINATION OF DEPARTMENT'S LIABILITY: Final payment will be in the amount determined by the statement as due and unpaid. The acceptance of the final payment or execution of the Standard Release Form or failure of the Contractor to act within 120 days as provided herein after tender of payment, or final payment to the Contractor's Surety in accordance with the provisions stipulated herein, shall operate as and be a release to the Department, the Commissioner, and the Engineer from all claims of liability under this contract and for any act or neglect of the Department, the Commissioner, or the Engineer.
109.09 TERMINATION CLAUSE:
A. GENERAL: The Department may, by written notice, terminate the Contract or a portion thereof for the Department's convenience when the Department determines that the termination is in the State's best interest, or when the Contractor is prevented from proceeding with the Contract as a direct result of one of the following conditions:
1. An Executive Order of the President of the United States with respect to the prosecution of war or in the interest of national defense.
2. The Engineer and Contractor each make a determination, that, due to a shortage of critical materials required to complete the Work which is caused by allocation of these materials to work of a higher priority by the Federal Government or any agency thereof, it will be impossible to obtain these materials within a practical time limit and that it would be in the public interest to discontinue construction.
3. An injunction is imposed by a court of competent jurisdiction which stops the Contractor from proceeding with the Work and causes a delay of such duration that it is in the public interest to terminate the Contract and the Contractor was not at fault in creating the condition which led to the court's injunction. The decision of the Engineer as to what is in the public interest and as to the Contractor's fault, for the purpose of Termination, shall be final.
4. Orders from duly constituted authority relating to energy conservation.
B. IMPLEMENTATION: When, under any of the conditions set out in SubSection A of this Section, the Contract, or any portion thereof, is terminated before completion of all Items of Work in the Contract, the Contractor shall be eligible to receive some or all of the following items of payment:
1. For the actual number of units of Items of Work completed, payment will be made at the Contract Unit Price.
2. Reimbursement for organization of the Work and moving equipment to
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and from the job will be considered where the volume of work completed is too small to compensate the Contractor for these expenses under the Contract Unit Prices. However, the Engineer's decision as whether or not to reimburse for organization of the Work and moving equipment to and from the job, and in what amount, shall be final.
3. Acceptable materials, obtained by the Contractor for the Work, that have been inspected, tested, and accepted by the Engineer, and that are not incorporated in the Work will, at the request of the Contractor, be purchased from the Contractor at actual cost as shown by receipted bills and actual cost records at such points of delivery as may be designated by the Engineer. This will include any materials that have been delivered to the project site or that have been specifically fabricated for the project and are not readily usable on other projects. It will not include materials that may have been ordered, but not delivered to the project site and that are readily usable on other projects, e.g., guardrail, stone, lumber, etc.
4. For Items of Work partially completed, payment adjustments including payments to afford the Contractor a reasonable profit on work performed, may be made as determined by the Engineer based upon a consideration of costs actually incurred by the Contractor in attempting to perform the Contract.
5. No payment will be made, and the Department will have no liability, for lost profits on Work not performed. In particular, the Department will not be liable to the Contractor for all profits the Contractor expected to realize had the Project been completed, nor for any loss of business opportunities, nor for any other consequential damages.
6. In order that the Department may make a determination of what sums are payable hereunder, the Contractor agrees that, upon termination of the Contract, it will make all of its books and records available for inspection and auditing by the Department. To be eligible for payment, costs must have been actually incurred, and must have been recorded and accounted for according to generally accepted accounting principles, and must be items properly payable under Department policies. Where actual equipment costs cannot be established by the auditors, payment for unreimhursed equipment costs will be made in the same manner as is provided in Sub-Section 109.05 for Force Account Work. Idle time for equipment shall be reimbursed at standby rates. In no case will the Contractor be reimbursed for idle equipment after the Engineer has advised the Contractor the equipment is no longer needed on the job. Refusal of the Contractor to allow the Department to inspect and audit all of the Contractor's books and records shall conclusively establish that the Department has no liability to the Contractor for any payment under this provision, and shall constitute a waiver by the Contractor of any claim for damages allegedly caused by breach or termination of the Contract. The amount payable under this provision, if any, is to be determined by the Engineer, whose determination will be final and binding.
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7. The sums payable under this Sub-Section shall be the Contractor's sole and exclusive remedy for termination of the Contract.
C. Termination of a Contract or a portion thereof shall not relieve the Contractor of responsibilities for any completed portion of the Work, nor shall it relieve the Contractor's Surety of its obligation for and concerning any just claims arising out of the Work performed.
SECTION 148-PILOT VEHICLES
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.
SECTION 149-CONSTRUCTION LAYOUT
149.01 DESCRIPTION: For this Project, the Contractor shall perform construction layout necessary for proper guidance and control in the performance of all items of work in accordance with the provisions of this . Specification. The Work shall include all activities necessary for the placing, replacing if necessary, and maintaining of all construction layout points. The Work shall include the preparation of all construction layout drawings, sketches, and computations as required herein and as required by the Engineer; and the recording of data in field books such as alignment books, slope stake books, blue top books, drainage layout books, bridge books, and other books used in performing layout for this project.
149.02 MATERIALS: All surveying equipment, stakes, and any other material necessary to perform the Work, shall be furnished by the Contractor and will be subject to the approval of the Engineer.
149.03 CONSTRUCTION:
A. GENERAL: The Contractor shall furnish personnel fully qualified and capable of satisfactorily establishing all line and grade points necessary to complete the Work. These points shall be established within surveying tolerances generally acceptable for the Work being performed. The Department will furnish at least the minimum number of monuments and/or reference points from which the centerline can be established or reestablished. On reconstruction or widening projects, the Contractor shall establish the horizontal and vertical alignment of the existing roadway and bridges. The Contractor shall modify the plan horizontal and vertical alignment to conform to the existing alignment as necessary. The Department will also furnish at least one bench mark, which shall be preserved, and if necessary, relocated by the Contractor. The Contractor shall verify the accuracy ofthe bench mark(s) and report any discrepancies to the Engineer. Any additional bench marks which are needed for construction shall be established by the Contractor and maintained for any possible checking by the Department. All in-place survey control monuments and reference points, including
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right of way/property line intersections, shall be flagged by the Contractor and protected. Any stakes or monuments destroyed or disturbed shall be replaced by the Contractor at the Contractor's expense. When included as pay items, right of way markers shall be staked by the Contractor.
All other line and grade stakes necessary to construct the job, including those necessary for the relocating of utilities and any restaking for flattening slopes, minor grade or alignment changes, and other incidentals, shall be set by the Contractor.
The contractor shall stake centerline control alignments shown on Plans or adjusted as described above as deemed necessary by the Department for accurate measurement of quantities for payment. These control alignments shall be staked to an accuracy of 1:5000. The Contractor shall stake these alignments just before aerial photography or field cross sections are taken by the Department for both original and final cross sections. The Contractor shall provide the Department with elevations of all positions staked by the Contractor for the Department's quantity measurements. These elevations shall be of third order accuracy, or better, and shall be determined by the differential leveling method. Any intermediate cross sections required because of stage construction, detours, or for other reasons, will be taken by the Contractor.
The Contractor shall check plan dimensions, alignment, and elevations for compatibility with existing field conditions and make adjustments where necessary to fit existing field conditions. Additionally, the Contractor shall be responsible for coordinating the Contractor's construction layout with that of other contractors whose work abuts any portion of the Work to ensure that acceptable alignment tie-ins are accomplished. All adjustments are subject to approval by the Engineer.
The Contractor shall produce survey records, bound field notebooks, or computer printouts that furnish a record of the Project's construction. The records shall be prepared in a manner as prescribed by the Engineer. These records shall expressly detail information from which the Department can determine the template line for the as-built cross sections that define the computation line for unclassified excavation.
The Contractor shall prepare and utilize graphic sketches of superelevation runout on curves on multilane roadways and of tie-ins of ramps to mainline on freeways and expressways to provide positive drainage, adequate superelevation, and pleasing appearance. Similar sketches shall be required for street or roadway intersections.
The Contractor shall furnish a copy of all survey documents relating to construction layout to the Engineer, who reserves the right to check for accuracy and to require revisions where necessary. These records shall be furnished upon request, or as they are completed, and shall become the property ofthe Department for inclusion in the permanent Project records.
The Contractor shall profile both inlet and outlet ends of all proposed drainage structures for a minimum of 30 m in the existing ditch line or stream bed and adjust flowline elevations, if necessary, to enhance the hydraulics, to reduce silting, scouring, or backwater. The Contractor shall
86

149.03
calculate the length of each structure and provide sketches to the Engineer for review and approval at least 24 hours prior to beginning the Work.
After construction has begun in any segment of the Project, the Contractor shall maintain stakes identifying construction station numbers and locations, at intervals not to exceed 40 m and using even 20-m stations, visible for utilization by DOT Project personnel in that segment of the Project until construction is complete.
During grading activities in fills or cuts over 6 m, slope stakes shall be extended up or down the slopes in intervals of 3 m or less to achieve an accurate cross section.
When traffic marking placement is required, either by the Contractor or others, the Contractor shall furnish layout, clean and preline the surface as necessary to provide for the placement of permanent pavement marking on the Project. When not included in Project plans, striping plans and/or standard drawings will be provided for the Contractor's use.
E. WIDENING AND RECONSTRUCTION: Prior to the beginning of any construction where existing pavement is to be retained either for widening or reconstruction, the Contractor shall take three point levels of the existing pavement section throughout the length of the existing pavement to be retained. Normally, the three point levels will be required at 15 m intervals. However, these intervals may be adjusted by the Engineer as required by existing field conditions. From this data the Contractor shall prepare a graphic grade plot which ''best fits" the existing pavement so that leveling requirements (if any) of the existing roadway are minimized. It is the intent that cross slopes generally will be varied within the ranges shown on the Plans or as adjusted by the Engineer to produce the ''best fit." The Contractor shall furnish all data to the Engineer. The Contractor shall obtain the Engineer's approval prior to beginning construction on these areas. On passing lane or widening projects where existing pavement is not to be overlaid, the outside edge of the existing pavement shall be profiled and this information plotted in order to obtain a smooth profile grade. This grade shall then be transferred out to the new edge of paving using the proper cross slope. Grade stakes shall be set to control the construction of any required widening based upon the "best fit" profile and cross slope. The proposed widening shall be constructed flush with the existing edge of paving. Positive drainage must be provided in all cases. The Contractor shall obtain the Engineer's approval of the ''best fit" profile prior to the start of construction.
C. BRIDGES: For bridge construction, the Contractor will be responsible for all alignment control, grade control, and all necessary calculations to set these controls. For new bridges, the Department will, upon request from the Contractor, furnish the necessary input data forms for the Department's "Bridge Geometry" computer program and process the data to assist the Contractor in obtaining elevations for the finished deck. Data processing will be made available only as a service to the Contractor as an alternate
87

149.04
means of determining elevations. If the Contractor elects to utilize this service, the Contractor shall prepare the input data and the Department will furnish the output data. However, the Department will not assume any liability as to the accuracy of either input or output data. The Department will limit this service to two programs per bridge. This service will not be provided for existing bridges which are to be widened nor will finished deck elevations be furnished for bridges which are to be widened.
The Contractor must furnish a layout sketch prior to staking on all bridges. After staking, the Contractor shall submit a revised sketch for review and approval by the Engineer before beginning construction. The layout sketch shall include all relevant stations, angles, dimensions, and redundant checks including exterior beam dimensions in each span. The sketch shall also include all horizontal and vertical clearances with calculations provided verifying the clearances shown.
The Contractor shall also verify plan elevations for all bridge bearing seats on the substructure. After bent construction has begun, the Contractor shall verify bent layout at each major phase of bent construction to assure proper positioning of the bent in relation to adjacent bents.
Where existing bridges are to be widened or modified, the Contractor is required to verify all existing elevations and dimensions as well as confirming or determining required new cap elevations prior to ordering materials or beginning construction. Prior to beginning construction, the Contractor shall profile the removal line and cross section the existing deck. This information shall be used by the Contractor to determine a "best fit" finished grade for the widened portion. The new cap elevations shall then be computed based on this information. All survey data and calculations shall be submitted to the Engineer along with the layout sketch and information required in the previous paragraph for review and approval.
D. RETAINING WALLS: The Contractor shall set stakes, take necessary cross sections, and perform necessary calculations, prior to the beginning of wall construction at each wall, in order to assure that the geometric design of the retaining wall conforms to actual conditions. The Contractor shall submit sketches and other data, verifying either that the wall will fit the final field conditions or indicating the revisions that will be necessary, well in advance of the start of construction of the wall so' the Engineer can make structural design changes ifnecessary.
E. ACCEPTANCE: Acceptance of all or any part of the Contractor's layout by the Engineer shall not relieve the Contractor of responsibility to secure proper dimensions for the completed Work. The Contractor shall correct, at his expense, any work incorrectly located due to layout error. Any unnecessary work, overruns, costs, etc., resulting from inaccurate Contractor submitted data shall be deducted from Contractor payments.
149.04 MEASUREMENT: This item will not be measured for payment.
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152.01
149.05 PAYMENT: This Work will not be paid for separately. The costs for performing Layout Work as described herein shall be included in the bid for the items of work to which the layout is incidental.

SECTION 15O-TRAFFIC CONTROL
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 151-MOBILIZATION

151.01 DESCRIPTION: When this item is listed as a pay item in the Proposal, it shall consist of preparatory work and operations, including, but not limited to, those necessary for the movement of personnel, equipment, supplies and incidentals to the Project site; and all other work and operations which must be performed or costs incurred prior to beginning work on the various items on the Project site.

151.02 BASIS OF PAYMENT: Partial payments will be made as follows:
A On the first regular payment, 50% of the amount bid for Mobilization, or 3% ofthe original Contract amount, whichever is less, will be paid.
B. When 5% of the original contract amount is earned, 100% of the amount bid for Mobilization, or 3% of the total original contract amount whichever is less, minus any previous payments, will be paid on the next progress payment.
C. Payment of any amount bid for mobilization in excess of 3% of the original Contract amount will be paid upon the completion of all work on the Project.

D. The total sum of all payments shall not exceed the original Contract amount bid for this item. Payment shall include all costs for mobilization, demobilization and remobilization, as required to complete the work.

Payment will be made under: Item No. 151. Mobilization

per Lump Sum

SECTION 152-FIELD LABORATORY BUILDING
152.01 DESCRIPTION: This work shall consist of furnishing and maintaining Field Laboratory Buildings when such Items are called for in the Contract. In each instance the building shall be reserved for the exclusive use of the Engineer for such period of time as the Engineer may deem necessary. In no instance, however, shall the Contractor be required to furnish and maintain the buildings(s) after the date of Final Acceptance of the Project. Ownership ofthe building(s) shall remain with the Contractor.

89

152.02
152.02 FIELD LABORATORY REQUIREMENTS: The laboratory may be a building, trailer, or other suitable housing approved by the Engineer such as a fixed building erected on the site, or a vacated house provided that it is at an approved location.
Each Field Laboratory shall be adequate to house and use the required testing equipment and shall meet the minimum requirements for dimensions, space, and facilities as specified.
Each building or trailer shall be at least 2.1 m wide and 2.1 m high inside, containing not less than 11 m2 offloor space. Each unit shall be floored, roofed and weather tight, and shall contain the following:
Having at least one hinged or sliding window on each side with each window having not less than 0.6 m2 of openings.
Have an entrance door which can be securely locked; Shall be floored; Shall be covered with a weatherproof roof, and be dust and wind tight; Contain a built-in work table with at least two drawers, one of which shall be provided with a sUitable lock; Be equipped with a screen door and window screens; Have satisfactory lighting and ventilation system. Have satisfactory heating with necessary fuel therefor; Have an adequate supply of potable running water and electric current; Have the necessary sheds and platforms required for special testing equipment; Each building shall be equipped with at least one approved fire extinguisher meeting the following requirements; Multipurpose dry chemical type extinguisher with Underwriters Laboratory rating of 4A-40BC. The Extinguisher(s) shall be mounted in a convenient and conspicuous place, easily accessible from any part of the building. The extinguisher(s) shall be maintained and kept in satisfactory working condition by the Contractor in accordance with the requirements of NFPA-I0A
152.03 PLANT LABORATORY BUILDINGS: Laboratory Buildings shall be provided at asphalt, concrete, or base plants and they shall be so located that the plant will be in full view from one of the windows. The Contractor shall also provide a safe platform, constructed to the proper height, for use by the inspector in obtaining asphalt mix or base samples and inspecting mixes in truck beds.
A. ASPHALTIC CONCRETE PLANT LABORATORY REQUIREMENTS:
The Laboratory shall be so equipped that, with the windows and doors closed and the ventilation system functioning in the prescribed manner, the temperature can be maintained between 18 and 27C. Enclosures shall be provided for any procedures where vapor of the extracting solvent is emitted. Drying the sample after extracting the asphalt shall be done under an enclosure or inside an oven vented outside the lab. Each enclosure shall be equipped with a hood and glass or other doors capable of enclosing the above processes from the ambient air in the lab. An exhaust fan shall be located in the rear or top of the hood for each work compartment and replacement air
90

152.03
provided through an open window or other opening as necessary to achieve the specified exchange of air. The ventilation system shall be capable of exchanging air at the rate of 30 m3/m2/min. over the entire open door area of each enclosure. The ventilation system and the heating and cooling systems for the Laboratory shall be so located that the exhausted extracting solvent vapors will not re-enter the Laboratory through either the heating or cooling system. The extracting solvent shall be supplied for use in the Laboratory through a closed system opening only under the enclosures. The storage containers for the extracting solvent shall be mounted outside the Laboratory and a feed line run from the container to a cut-off valve located in the enclosures. All parts of enclosures, hoods, and other related equipment shall be completely functional whenever testing is being performed.
The Contractor shall furnish and maintain in good condition at the Field Laboratory the following testing equipment. All testing equipment shall be subject to approval by the Engineer.
ITEM 1: 1 each - Oven, Mechanical Convection, Range to 204C, comparable to Blue M Model OV-560A-2 -Note: The oven exhaust must be vented outside the Laboratory.
ITEM 2: 1 each - Sieve Shaker, (Ro-Tap design or approved equal). Designed for Standard 203 mm diameter sieve.
*ITEM 3: 1 Each - Marshall Mechanical Compactor Assembly which meets requirements of AASHTO T 245, Sections 2.3, 2.4 and 2.5. It shall be capable of 80 blows per minute and shall release the hammer to a free fall without a mechanical release mechanism. The hammer shall be mounted on an approved stable foundation.
*ITEM 4: 12 EACH - Marshall specimen mold assembly which meets requirements of AASHTO T 245, Section 2.l.
*ITEM 5: 1 Each - Specimen extractor with steel presshead which measures 13 mm thick and no less than 100 mm in diameter nor more than 101.5 mm in diameter. It shall have at least 3 tie rods which secure the assembly to a base plate. The base plate must be at least 175 mm x 175 mm in size.
*Required only for Interstate Projects which include pay items under Sections 400 or 402
B. PORTLAND CEMENT CONCRETE PLANT LABORATORY REQUIREMENTS:
1. Laboratory Building
a. Twenty-eight square meters of combined office/workspace. b. Heating and air conditioning equipment capable of maintaining an
interior temperature between 18 and 27C. c. Separate office space with sufficient area to house a desk and at least
2 chairs. d. A work table at least 750 mm wide, 1500 mm long and 900 mm high
for use in the preparation of concrete cylinders for testing. e. An outside work area of at least 3 m by 3 m consisting of a concrete
slab constructed level and true with a light broom finish.
91

152.04

2. Testing and Curing Equipment

a. Concrete cylinder capping equipment including molds, melting pot with ventilation and accessories, and a sufficient supply of capping compound all meeting applicable ASTM Specifications.

b. Concrete cylinder compression testing machine with a minimum capacity of 1112 kN meeting applicable ASTM Specifications.
c. Concrete cylinder curing tanks capable of maintaining 200 cylinders at 23C 1.7C for the curing period of 28 days.
d. Concrete cylinder warm water curing tank capable of maintaining 18 cylinders at 35C 2.8C for the curing period of 24 hours.

All equipment shall be maintained in good condition by the Contractor and shall be subject to approval by the Engineer.

152.04 MINIMUM REQUIREMENTS: All dimensions specified above are minimum requirements. Minor dimensional and detail deviations, however, will not be cause for rejection provided such deviations are satisfactory to the Engineer.

152.05 SANITARY FACILITIES: Sanitary facilities which meet the requirements of the local or State Health Departments shall be provided for each Field Laboratory.

152.06 MAINTENANCE: The Contractor shall maintain each building, appurtenance, and sanitary facility in a satisfactory condition. He shall furnish electricity, water, and heating, as required by this Specification.

152.07 NUMBER OF LABORATORIES REQUIRED: The number of Laboratories shown in the Proposal are based on estimated job requirements. Actual conditions may require more or fewer and the Contractor shall provide the quantity as required by the Engineer at the Unit Price Bid for the facility.

152.08 MEASUREMENT: The actual number of Field Laboratories furnished in accordance with these specifications will be measured separately for each laboratory. There will be no measurement or payment for Laboratories furnished at Base, Asphaltic Concrete, or Portland Cement Concrete central mix Plants.

152.09 PAYMENT: Each Field Laboratory measured for payment, as described in Sub-Section 152.08, will be paid at the Contract Unit Price bid per each which payment shall be full compensation for the cost of all foundations, buildings, sheds, platforms, utilities, maintenance, sanitary facilities, removal, razing, and site preparation and cleanup; also for furnishing heat, electricity, and water in accordance with this Specification.
Payment for each Field Laboratory will be made in two installments. 65% of the Contract Price will be paid when the Laboratory is ready for occupancy and the remaining 35% when the use of the Laboratory has been concluded by the Department.

Payment will be made under: Item No. 152. Field Laboratory

Per Each

92

153.03

SECTION 153-FIELD ENGINEER'S OFFICE

153.01 DESCRIPTION: When called for, the Contractor shall provide, furnish and maintain field office buildings, prior to beginning construction, in accordance with these Specifications. Possession and use of the building shall be in accordance with Sub-Section 153.05.
153.02 MATERIALS: All materials shall be of commercial grade. Sampling and testing is not required.
153.03 BUILDING REQUIREMENTS: The structure may be a building, house, mobile office or trailer provided it is approved and in reasonably close conformity with these Specifications. Field Office Buildings shall be designated "Type 1," "Type 2," or "Type 3," and shall meet the following minimum requirements:

A. DIMENSIONS: All measurements shown are clear inside dimensions.

Buildini Type 1 Type 2 Type 3

Constructed on Project Linear Meter

~ .l&niUh Headroom

2.4

3.0

2.4

3.0

9.1

2.4

3.7

15.2

2.4

Commercially Produced Linear Meter

~

l&ngili, Headroom

2.3

2.9

2.1

2.9

9.0

2.1

3.5

15.1

2.1

B. DOORS AND WINDOWS:
1. Each building shall be provided with at least one standard height solid entrance door complete with lock. The opening shall also be provided with a self closing screen door. Type 3 Buildings shall have at least 2 such doors and screens.
2. Each wall, unless predominately occupied by a door shall be provided with at least one hinged, jalousied, or sliding window; glazed, screened and fitted with venetian blinds. Each window shall have an area of at least .6 m2 of opening, except toilet area which may be .3 m2.
Type 1 Building shall have at least 3 windows Type 2 Building, at least 6 windows Type 3 Building, at least 10 windows
C. WALLS AND ROOF: If constructed on the project, walls and roof of all types shall be constructed with 38 mm x 89 mm studs and rafters.
1. Both sides of walls shall be covered with 10 mm thickness plywood (exterior grade on the outside). No open cracks or knotholes will be permitted. If commercially produced, standard wall construction will be accepted.
2. ROOF: The Roof shall be watertight and shall have a minimum slope of 1:12 in one direction, away from the door. It shall have at least 300 mm eaves. If commercially produced, an arched roof without eaves will be accepted.

93

153.03
3. At least 32 mm thickness of rock wool, fiber glass or other non-flammable insulating material shall be placed in the walls and ceiling. This material shall be in all wall and ceiling cavities not occupied by a door or window.
D. CEILING: The ceiling on all types shall be covered on the inside ofthe roof rafters with 10 mm minimum thickness plywood if constructed on the project. Standard ceiling will be accepted if commercially produced.
E. FLOOR: The floor may be timber, a minimum of 300 mm above the ground on 38 mm x 152 mm joists. Open cracks, open knot holes, etc., will not be permitted.
F. HEATER: The heater may be oil fired, gas or electric. Oil and gas units shall be properly vented to the outside, provided with adequate outside fuel storage and shall be connected thereto with suitable feed lines. Gas units may be connected to a commercial gas main, if available. The heater shall be capable of furnishing sufficient heat to maintain an inside minimum temperature of 220 C.
G. WORK TABLE: Work tables shall be provided, with the tops measuring at least 900 mm x 2250mm. They shall be stable and constructed with 19 mm plywood covered on top with smooth masonite. The height shall be approximately 900 mm above the floor. One such table shall be provided for a Type 1 Building, 2 or more for a Type 2 Building and 3 or more for a Type 3 Building.
H. STOOLS: Two stools of the proper height shall be furnished for each work table.
I. MISCELLANEOUS STORAGE SHELVES: Except for Type 3 Buildings 1800 linear mm of storage shelves for books, etc., shall be furnIshed. If two 900 mm shelves are furnished, they shall be no less than 300 mm apart vertically. Type 3 Building shall have 1800 linear mm of shelves in each end.
J. TOILET FACILITIES: Each unit, except Type 1, shall have satisfactory indoor toilet facilities meeting the sanitary code of the local governmental agency having jurisdiction in the area where the unit is to be used.
K UTILITIES: Except for Type 1 Buildings which have no utilities, all utilities including water, sewage, gas, electricity and telephone service shall be connected to their service source, ready for use, prior to the Engineer's occupancy. When so noted on the Plans, electric service shall be 120/240 volt, 10, 3 wire.
L. AIR CONDITIONER: Except for Type 1, an air conditioning unit shall be furnished and shall be capable of furnishing sufficient cooling to adequately maintain an inside temperature that is at least 70 C. cooler than the outside temperature.
M. FIRE EXTINGUISHER: Each building shall be equipped with at least one approved fire extinguisher meeting the following requirements:
94

153.03
Multipurpose dry chemical type extinguisher with an Underwriters Laboratory rating 4A-40BC. The extinguisher(s) shall be mounted in a convenient and conspicuous location easily accessible from any part of the building. The extinguisherCs) shall be maintained and kept in satisfactory condition by the Contractor in accordance with the requirements of NFPA-
lOA
N. In addition to the above, all Type 2 and 3 offices shall be furnished with the following:
1. One 4-drawer, letter size, steel, fireproof, locking file cabinet with a minimum of two keys.
2. Sufficient Plan racks capable of holding two complete sets of Project Plans (not more than 100 sheets per hanger).
3. One minimum 900 mm x 900 mm enclosed closet with a lockable door and a minimum of two keys.
4. Potable water and water cooler. (May be bottled water kept supplied by Contractor).
5. When shown on the Plans, a weather-proof, outside 220 volt electrical receptacle attached to power source, or provisions to place a 600 mm x 600 mm x 1500 mm water tank (supplied by the Department) inside the Field Engineer's Office.
6. When shown on the Plans, a 1.8 m high chain link fence with extension arm and barbed wire all as specified in Section 643 shall be erected. The fence shall be equipped with a matching gate in accordance with Plan details. The gate shall have a positive type locking device, padlock and keys.
7. When shown on the Plans, a 175 watt mercury security light, complete with photoelectric control, shall be installed at the location indicated by the Engineer.
8. A sign completed in the format as shown in Fig. 1 shall be installed at the Department of Transportation project office at a location plainly visible from the adjacent roadway. Fabrication and installation of the sign shall be in accordance with Sections 636, 910, 911, 912 and 913 of the Specifications.
O. TELEPHONE: All Type 2 and 3 Field Offices shall include one telephone line with two handsets (located on either end of the office) installed and maintained for the life of the Project. The telephone shall allow access to the Local Area Telephone Service (LATS) only for outgoing calls but shall be able to receive incoming non-collect long distance calls. An automatic answering system capable of, as a minimum, providing a greeting message, recording incoming messages, and providing remote activation, shall be provided.
95

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SIGN SHALL HAVE BLACK LEGEND AND BORDER WITH STANDARD INTERSTATE WHITE REFlECTERIZED BACKGKOUNO

or (SEE SECTU)NS 636.910.911,912, AN09U

THE GEORGIA STANDARD :':;P[CIFICAT1(lNS)

153.07

153.04 LOCATION: Field Engineer's Office Type 1 shall be located within or near the project limits as directed by the Engineer. As the work progresses the offices may be moved to other locations at the direction of the Engineer.
Types 2 and 3 Office Buildings may be located either within the Project
limits or near the Project as directed by the Engineer. When electric current is required, the building shall be located within 300 m of a power line whenever possible. Where a further distance is required, payment will be made in accordance with Sub-Section 153.07.
When it is not feasible to locate office buildings within the Project limits the Contractor shall be responsible for acquiring sites outside the Project limits.

153.05 OWNERSHIP AND USE: Whether owned, leased or rented, possession of each office building will remain with the Contractor who provides the building. The buildings shall be reserved for the exclusive use of the Engineering Personnel for such time as considered necessary, but no longer than the date of final acceptance of the project. The use, location, relocation and removal shall be under the direction and control of the Engineer. When no longer needed, each building shall be removed from the project upon specific instructions of the Engineer.

153.06 MEASUREMENT: Field Engineer's Offices Types 1, 2, and 3, as required by the Engineer, and moved to or constructed on the Project in accordance with these specifications, shall be paid for per each. The office shall be measured on each project one time only for payment regardless of the number of times it is moved at the direction ofthe Engineer.

153.07 PAYMENT: The use of each office building, Types 1, 2, and 3, eligible for payment will be paid for at the Contract Unit Price Bid, which payment shall be full compensation for the cost of providing a location, all materials, design, construction, furnishings, maintenance, fuel, water, sewage disposal, electricity and telephone service when required, movements, and moving from the Project.
When electric current is required the cost of any transformers that may be necessary shall be included in the price bid for Type 2 or Type 3 Office Buildings. Any cost incurred for carrying electric current over 300 m from a power line will be paid for by Force Account.
Payment for each Field Engineer's Office will be made in two installments, sixty-five percent (65%) of the contract price will be paid when the Office is ready for occupancy and the remaining thirty-five percent (35%) when the use ofthe Office has been concluded by the Department.

Payment will be made under: Item No. 153. Field Engineer's Office Type 1 Item No. 153. Field Engineer's Office Type 2 Item No. 153. Field Engineer's Office Type 3

per Each per Each per Each

97

155.01
SECTION I55-INSECT CONTROL
155.01 INSECT CONTROL REGULATIONS: The Plant Pest Control Division of the U.S. Department of Agriculture and the Georgia State Department of Agriculture restrict the movement of certain items from areas infested with Japanese Beetles or Imported Fire Ants so as to prevent the spread of these pests to noninfested areas. Where infested areas are shown on the Plans, the Contractor will comply fully with the following regulations:
A. Soil, mulch, sod, or plants, stump wood, or timber with soil attached shall not be moved from an infested area into a noninfested area without approval of the Department of Agriculture Inspector in Charge. When the Plans show limits within which infested materials may be placed, no materials shall be hauled beyond such limits without approval of the above said Inspector.
B. All earth moving equipment, including crawler type tractors, must be cleared free of soil deposits before being moved from an infested area into a noninfested area.
1. When equipment must be cleaned, it will be the Contractor's responsibility to furnish appropriate scraping tools and brooms, water when required, and all labor necessary to clean the equipment. In general, water will always be required to clean crawler type tractors.
2. The equipment must be inspected by the Department of Agriculture Inspector in Charge before being moved from the infested area.
C. It will be the responsibility of the Contractor to notify the Department of Agriculture Inspector in Charge as far in advance as possible on the movement of infested articles or equipment in order to plan the work so as not to delay the operation. The name, address, and telephone number of the Department of Agriculture Inspector(s) in Charge of the Project may be obtained from:
Ga. State Dept. of Agriculture Division of Entomology & Pesticides
Agriculture Bldg. State Capitol Atlanta, GA
Phone (404) 656-3641
USDA Plant Protection & Quarantine
P.O. Box 45408 Atlanta, GA 763-7716
98

157.03
SECTION 157-SURVEY AIDS
157.01 DESCRIPTION: This Work shall consist of constructing, maintaining, and removing (when specified by the Engineer) Survey Aids required at those locations shown on the Plans, modified Plans, or at locations otherwise designated by the Engineer. The satisfactory disposal of Survey Aids shall also be included in this Work, unless the Engineer directs the Contractor to leave the Aids in place.
157.02 GENERAL INFORMATION: Survey Aids may be required when line and distance control for Excavation, Embankment, and/or Bridges require the use of triangulation. Possible locations of base lines, triangulation stations, and survey targets will usually be shown on the Plans. Timber walkways will be included as a Bid Item, but their locations may not be shown on the Plans. The actual and final locations of Survey Aids will be based upon the Contractor's method of procedure and equipment.
At the Preconstruction Conference, the Contractor and the Subcontractors shall present their plan of operation in order that agreement may be reached between the Contractor and the Engineer concerning the most desirable and effective means of controlling line and distance during construction.
After the conference, the Plans will be modified as required to show the locations of base lines and the number and locations of triangulation stations and survey targets. Timber walkway locations may not be shown on the modified Plans. Upon receipt of these modified Plans, the Contractor shall make the construction of Survey Aids the first operation, including the installation of any timber walkways which may be needed to provide access. After all Survey Aids have been constructed, the Engineer will place instrument mountings and perform all field checks and office calculations necessary to furnish the Contractor
the location of survey points. Even though electronic data methods will be used in
the calculations of the locations of these points, there will be a time lag during which the Engineer will be unable to designate the locations of survey points. Time charges will not be suspended during this period.
157.03 MATERIALS: Timber and piles may be untreated. All piles shall be peeled. Timber may be of any commercial grade and of any specie. For Triangulation Stations, the center pile for instrument mounting shall have a minimum diameter of 300 mm at a distance of 1.2 m from the butt; other piles in station shall have minimum diameters of 250 mm.
Piles for Survey Targets shall conform to the requirements of the Specifications except they need not be treated. Piles for Timber Walkways shall have a minimum 200 mm butt diameter and shall be adequate to maintain safe walkways for the duration of the Project.
Plywood for Survey Targets shall be a 19 mm thick marine type and shall be painted with the following coats meeting the requirements of the Federal Specification shown:
Undercoat - applied to all surfaces and edges, TT-E543; 2nd and 3rd coats - all surfaces and edge, TT-E 529A, color No. 27875; 4th and 5th coats-
99

157.04
colored areas, TT-529A, Color No. 21105. Sheet metal caps for pile heads and the large-headed roofing nails used for
attaching them shall be galvanized, as well as the cable used for wrapping pile clusters. Other hardware for connections (bolts, nuts, washers, etc.) may be of any commercial grade and need not be galvanized.
There will be no pre-inspection, sampling, or testing of materials used in the construction of these expendable items. Defective, worn, deteriorated, corroded, or unsatisfactory materials shall be replaced, repaired, or strengthened under the provisions of Sub-Sections 157.05 and 157.06.
157.04 CONSTRUCTION: All clearing and grubbing necessary for the construction of Survey Aids shall be done in a manner and at locations satisfactory to the Engineer, as a part of This Work. Materials removed shall be disposed of as directed.
All framing shall be done in a workmanlike manner, and all construction shall be in accordance with the details shown on the Plans, unless alternate details are permitted.
A. TRIANGULATION STATIONS: Pile clusters shall be driven sufficiently into underlying firm material to provide instrument mountings sufficiently steady for use during wind and wave conditions under which the Contractor may choose to work.
B. SURVEY TARGETS: Piling shall be driven sufficiently into firm material to provide and maintain accuracy of the targets under weather and construction conditions peculiar to the Project area.
C. TIMBER WALKWAYS: Piling shall be driven to a sufficient depth to provide stability under weather and construction conditions peculiar to the Project area. Walkways may be required to provide access to triangulation stations, to provide access over marsh or swamp areas to boats at waters edges at the low water or low tide periods, or for other purposes as designated on the Plans or by the Engineer. Alternate designs will be considered provided they have equal strength, width, and safety and are otherwise acceptable.
D. HEIGHT CONTROL: Regardless of elevations stated or implied on the Plans or in the Contract, the right will be reserved to the Engineer to determine or to change the height to which Survey Aids are to be constructed. All items shall be constructed above the extreme high tide mark, and the Engineer may require any Triangulation Stations used initially for the control of Roadway Items to be built originally at a greater height to suffice for use in the control of bridges which may be in the initial or subsequent Contracts. The construction of all railing ladders, and other vertical means of access will be considered as incidental to the construction of the Survey Aids.
157.05 MAINTENANCE AND REMOVAL: All Survey Aids shall be maintained to the satisfaction of the Engineer and to provide for safety,
100

157.08

longevity, and accuracy of purpose. Any defective, unduly worn, corroded, deteriorated or otherwise unsatisfactory material shall be replaced, repaired, or strengthened promptly at the request of the Engineer, and such maintenance will be considered as incidental to the construction of the Survey Aids. In the event any Survey Aid is to be used for the control of The Work to be built under another Contract, such aid will not be removed and the initial Contractor will perform whatever maintenance is required to leave the aid in serviceable use for the future work, all to the satisfaction of the Engineer, before moving off the Project or before relinquishing maintenance to any subsequent Contractor. This additional maintenance will also be considered as incidental to construction of the Survey Aids. All other Survey Aids shall be removed when directed, and the removal will be considered as incidental to The Work.

157.06 MAINTENANCE BY SUBSEQUENT CONTRACTOR: Those Survey Aids which have been initially constructed and/or maintained under the provisions of a previous Contract, or Contracts, and which have been or are to be left in place for future stages of construction shall be maintained by the Subsequent Contractor having Work which involves their use for Survey Control of his Work. The period of maintenance responsibility of the Subsequent Contractor will conclude upon the lack of need of the Survey Aids for the duration of his Contract. All Survey Aids involved in the Subsequent Contractor's Work shall be maintained to the satisfaction of the Engineer, as provided in Sub-Section 105.05 above as an incidental part of The Work. All Survey Aids which are not required for future work shall be removed by the Contractor whose Work involved their last use. The Engineer will advise such Contractor as to when the aids are no longer needed. The removal and disposal of material shall be done to the Engineer's satisfaction and will be considered as incidental to The Work.

157.07 MEASUREMENT: This Work will be measured for payment in the units shown below of accepted Triangulation Stations, Survey Targets, and Timber Walkways. Walkway measurements will be horizontal and along their center lines.

No separate measurements for payment will be made for the maintenance, removal, or disposal of Survey Aids or for any material, labor, or equipment required of a Subsequent Contractor who does not originally construct the Aids. All costs incidental thereto shall be included in other Contract Items.

157.08 PAYMENT: This Work will be paid for at the Contract price per unit of measurement, complete in place, and then maintained and removed as directed.
These payments will be full compensation for all costs, direct and indirect, of complying with the requirements of this Specification.

Payment will be made under: Item No. 157. Triangulation Station Item No. 157. Survey Target.. Item No. 157.Timber Walkway

per Each per Each per Linear Meter

101

158
SECTION 158 - TRAINING PROGRAM
This training specification is in implementation of 23 U.S.C. 140(a). As a part of the Contractor's Equal Employment Opportunity Affirmative Action Program, training shall be provided as specified herein.
The Contractor shall provide on-the-job training aimed at developing full journeymen in the type oftrade or job classification involved.
The number of trainees to be trained under the Specification will be as shown in the Proposal.
In the event that a Contractor subcontracts a portion of the Contract Work, the contractor shall determine how many, if any, of the trainees are to be trained by the Subcontractor, provided however, that the Contractor shall retain the primary responsibility for meeting the training requirements imposed by this Specification. The Contractor shall also ensure that this Training Specification is made applicable to such Subcontract. Where feasible, 25 percent of apprentices or trainees in each occupation shall be in their first year of apprenticeship or training.
The number of trainees shall be distributed among the work classifications on the basis of the Contractor's needs and availability of journeymen in the various classifications within a reasonable area of recruitment. Prior to commencing construction, the Contractor shall submit to the Department for approval the number of trainees to be trained in each selected classification and training program to be used. Furthermore, the Contractor shall specify the starting time for training in each of the classifications. The Contractor will be credited for each trainee employed on the Contract Work who is currently enrolled or becomes enrolled in an approved program and will be reimbursed for such trainees as provided hereinafter.
Training and upgrading of minorities and women toward journeyman status is a primary objective of this Training Specification. Accordingly, the Contractor shall make every effort to enroll minority trainees and women (e.g., by conducting systematic and direct recruitment through public and private sources likely to yield minority and women trainees) to the extent that such persons are available within a reasonable area ofrecruitment.
The Contractor will be responsible for demonstrating the steps taken in the pursuance thereof, prior to a determination as to whether the Contractor is in compliance with this Training Specification. This training commitment is not intended, and shall not be used to discriminate against any applicant for training, whether or not a member of a minority group.
No employee shall be employed as a trainee in any classification in which that person has successfully completed a training course leading to journeyman status or who has been employed as a journeyman. The Contractor shall satisfy this requirement by including appropriate questions in the employee application or by other suitable means. Regardless of the method used the Contractor's records shall document the findings in each case.
The minimum length and type of training for each classification will be as established in the training program selected by the Contractor and approved by the Department and the Federal Highway Administration. The Department
102

158
and the Federal Highway Administration will approve a program if it is reasonably calculated to meet the equal employment opportunity obligations of the Contractor and to qualify the average trainee for journeyman status in the classification concerned by the end of the training period. Furthermore, apprenticeship programs registered with U.S. Department of Labor, Bureau of Apprenticeship and Training, or with a State apprenticeship agency recognized by the bureau and training programs approved but not necessarily sponsored by the U.S. Department of Labor, Manpower Administration, Bureau of Apprenticeship and Training shall also be considered acceptable provided it is being administered in a manner consistent with the equal employment obligations of Federal-aid highway construction contracts. Approval or acceptance of a training program shall be obtained from the State prior to commencing work on the classification covered by the program. It is the intention ofthese provisions that training is to be provided in the construction crafts rather than clerk-typists or secretarial-type positions. Training is permissible in lower level management positions such as office engineers, estimators, time-keepers, etc., where the training is oriented toward construction applications. Training in the laborer classification may be permitted provided that significance and meaningful training is provided and approved by the Division Office. Some off site training is permissible as long as the training is an integral part of an approved training program and does not comprise a significant part ofthe overall training.
Except as otherwise noted below, the Contractor will be reimbursed 80 cents per hour of training given an employee on this contract in accordance with an approved training program. As approved by the Engineer, reimbursement will be made for training persons in excess of the number specified herein. This reimbursement will be made even though the Contractor receives additional training program funds from other sources, provided such other source does not specifically prohibit the Contractor from receiving other reimbursement. Reimbursement for off site training indicated above may only be made to the Contractor for trainees that are concurrently employed on a Federal-aid project and where one or more of the following conditions are satisfied: the contractor contributes to the cost of the training, provides the instruction to the trainee or pays the trainee's wages during the off site training period. No payment will be made to the Contractor if either the failure to provide the required training, or the failure to hire the trainee as a journeyman, is caused by the Contractor and evidences a lack of good faith on the part ofthe Contractor in meeting the requirements of this Training Specification. It is normally expected that a trainee will begin training on the project as soon as feasible after start of the Work utilizing the skill involved and remain on the project as long as training opportunities exist in the work classification or until completion of the training program. It is not required that all trainees be on board for the entire length of the Contract. A Contractor will have fulfilled his responsibilities under this Training Specification if acceptable training has been provided to the number of trainees specified. The number trained shall be determined on the basis of the total number enrolled on the Contract for a significant period.
Trainees will be paid at least 60 percent of the appropriate minimum journeyman's rate specified on the contract for the first half of the training period,
103

160.01
75 percent for the third quarter of the training period, and 90 percent for the last quarter of the training period, unless apprentices or trainees in an approved existing program are enrolled as trainees on this Project. In that case, the appropriate rates approved by the Departments of Labor or Transportation in connection with the existing program shall apply to all trainees being trained for the same classification who are covered by this Training Specification.
The Contractor shall furnish the trainee a copy of the program to be followed during training. The Contractor shall provide each trainee with a certification showing the type and length of training satisfactorily completed.
The Contractor will provide for the maintenance of records and furnish periodic records documenting the trainees performance under this Training Specification.
Payment will be made under: Item No. 158 Training Hours -Eighty Cents ($0.80) per hour.
SECTION 160 - RECLAMATION OF MATERIAL
PITS AND WASTE AREAS
160.01 DESCRIPTIONS:
A. GENERAL REQUIREMENTS: This work, which applies only to areas outside the Right of Way, shall consist of reclaiming material pits and waste areas by vegetative planting. Except as provided below, the vegetative requirements of this Section are applicable whenever and wherever the Contractor obtains material from a source or wastes material on an area other than within the Right of Way, regardless of the fashion, manner or the circumstances under which the source or area is obtained. Exceptions to the vegetative requirements of this Section are applicable to the following sources or areas:
1. A material source where the Engineer determines it is not feasible to drain water which accumulates after the removal of the material, in which case only the slopes above water will be planted.
2. An area composed of rock or other materials which are stable, and which the Engineer determines are not satisfactory for the permanent establishment of a vegetative cover.
3. An area which has been exempted, in writing, by the Georgia Surface Mined Land Use Board.
4. An area for which the Owner or Contractor, whichever is designated as the "Operator," secures a License from the Surface Mined Land Use Board for surface mining. Under this condition the Operator will be responsible only to the Surface Mined Land Use Board for reclamation of the affected area.
B. TYPE OF VEGETATION: The intent of this Specification is that all areas which are subject to erosion be either seeded or sprigged. Where pine
104

160.03
seedlings are required, the area shall be grassed and mulched before the seedlings are planted, if, in the opinion of the Engineer, the borrow pit or waste area will be subject to erosion.
In the event the Plans or the Proposal fail to specify the type of vegetation to be planted on State optioned areas, the Engineer will select the type to be used on each area from the Planting Table in Sub-Section 160.03.B.
When the Contractor furnishes a material pit or waste area that requires vegetation under the provisions of this Specification, the type of planting must be approved by the Engineer. The types of plant material specified in plans or option may be changed at the request of the property owner to some type not shown in the Planting Table. When such a change is made, the resultant mixture shall approximate the same cost and be capable of producing an equal amount of protective covering as the mixture contained in this Specification. All modified mixtures must be approved by the Engineer before planting. ,
Before the Final Acceptance, each planted area must meet the requirements for satisfactory growth and development as defined in SubSection 160.05. Except as otherwise specified herein, all seeding shall conform to Section 700, and planting pine seedlings shall conform to Section 702.
160.02 MATERIALS AND EQUIPMENT: Materials and equipment shall conform to the requirements of Sections 700 and 702 as applicable.
160.03 PLANTING DATA: Planting zones, planting groups, species, rates of application, and planting dates shall be as indicated below:
A Planting Zones: For planting purposes the State is divided into planting zones as shown on the map in Sub-Section 700.04.A
Data Applying to Planting Table:
1. Giant Bermuda Seed (Cynodon species) including NK-37 shall not be used.
2. Italian Rye Grass Seed, Perennial or Annual, shall not be used.
3. The entire combination of seeds specified for each Group shall be applied in the amounts specified. Where the property owner does not make a specific choice, one of the following planting groups shall be used: A, B, C, G, H or N-1.
4. Increase all seed quantities 50 percent on slopes which are so steep that soil preparation cannot be done to a minimum depth of 150 mm.
5. Sericea Lespedeza Seed hay shall be air dried and contain mature seed.
105

160.03

160.03.B PLANTIN3 TABLE

PLANTINGS

RATES PER

GROUPS

SPECIES

HECTARE

A

A-I

B
g

H

C

Eo<

Z

jD

'"(9

D-1

Z

H

0::

'"Cfl

E

F F-l F-2

WeepiQ;J Love Grass
Interstate Lepe::Eza (IE) * Interstate Lepe::Eza (IE) *
Tall Fesale
Interstate Lepe::Eza (IE) *
Hulled Conunon Bennuda Pensacola Bahia Hull ed Corrnnon Bermuda Korean Lespedeza Hulled Common Bennuda Unhulled Corrrnon Bermuda Korean Lespedeza Tall Fesale
Write D.1teh Clover Korean LeBJ;:ledeza Tall Fesale .Korean Lespedeza Tall Fesa>e
Korean Lespedeza Tall Fesa>e

4.5l<g 56 l<g 67l<g 33.5 l<g 56l<g 11l<g 56l<g 17 l<g 28l<g 17 l<g 5.5 l<g 28l<g 22.5 l<g
6.5 l<g 22.5l<g 33.5 l<g 22.5l<g
56l<g
22.5 l<g 67l<g

ZONE 1 3/1-7/15 3/1-7/15 3/1-7/15 311-511 3/1-5/1 311-7/1 311-7/1
3/1-3/15
3/1-6/1
211-4/1
2/1-411
2/1-611 2/1-4/1

PLANTING ZONES

ZONE 2

ZONE J

2/15-7/15 2/15-7/15 2115-7/15 2115-5/1 2115-5/1 2/15-7/1 2115-7/1

2/15-7/15 2/15-7/15 2/15-7/15
2/15-7/1 2/15-7/1

2115-6/1

2/15-6/15

2/15-6/15

2/15-7/1

211-4/1

1/1-3/1

211-4/1
2/1-511 2/1-4/1

1/1-311
1/1-4/1 1/1-3/1

G

Hulled COl111l0n Bermuda

11l<g

711-9/1

7/1-9/1

7/1-911

Pensaro!a Bahia

56 l<g

H

weepiIl;1 Love Grass

4.5 l<g

7/1-9/1

7/1-9/1

7/1-9/1

Interstate Lepe::Eza (RS)

56l<g

I

Hulled Common Bermuda

17l<g

7/1-9/1

7/1-9/1

7/1-9/1

Pensacola Bahia

22.5l<g

Korean Lespedeza

22.5 l<g

Resee:llIlJ' crimson Clover

33.5 l<g

J

weepiI)'J Love Grass

4.5l<g

7/1-9/1

7/1-9/1

7/1-9/1

Korean Lespedeza

22.5 l<g

Resee:lln;;l Crimson Clover

22.5 l<g

K

Hulled Conrnon Bermuda

5.5 l<g

7/1-9/1

7/1-9/1

7/1-9/1

Pensae:t:)!a Bahia

22.5 l<g

Reseeding Crimson Clover

22.5 l<g

L

Tall Fesale

22.5l<g

7/1-9/1

711-911

7/1-9/1

Pensacola Bahia

22.5 l<g

Korean Lespedeza

22.5 l<g

Resee::lirg Crimson Clover

33.5 l<g

M

Weepirg Love Grass

5.5 l<g

7/1-9/1

711-9/1

7/1-9/1

Tall Fesale

22.5 l<g

Korean Lespedeza

22.5 l<g

Reseedirg Crimson Clover

22.5 l<g

N

Tall Fesale

33.5 l<g

Interstate Lepe::Eza (IE) *

56 l<g

811-1111

8/15-11/1

N-l

Tall Fesale

33.5 l<g

Interstate 1e"P'deza

B4l<g

8/1-3/1

8/15-2/15

9/1-2/15

(!hs::arifie:l)

0

Tall Fesale

56l<g

8/1-10/15

8/15-11/1

0-1

Tall Fesale

67l<g

8/1-10/15

8/15-11/1

9/1-11/15

P

Tall Fesale

22.5 l<g

Pensacola Bahia

45 l<g

8/1-10/15

9/1-11/1

9/15-11/15

P-1

Tall FesaJe

22.5 l<g

Pensacola Bahia

67l<g

8/1-10/15

8/15-11/1

911-11/15

Q

Tall Fesale

45 l<g

Korean I.espedeza

22.5l<g

9/1-11/1

9/15-11/15

10/1-12/1

Q-1

Tall Fesa>e

56l<g

Korean Lespedeza

22.5l<g

8/1-10/15

8/15-11/1

9/1-11/15

Q-2

Reseedirg Crimson Clover

56l<g

8/15-11/1

8/15-11/15

9/1-12115

R

Unhulled Corrmon Bermuda

9l<g

sericea LePE'd;za seed Hay

6.7 ~

10/1-3/15

10/1-3/1

S

Fire geEdlirgs (1.8mx2,"m~)

2224

(Nati... to G=gia!

10/15-3/15 10/15-3/15

11/1-3/1

T

Coastal !lerrml:la sprigs

Onit over-

seeding

311-9/1

2/15-9/15

(HS) 1IJlle:l ard scarifie:l (see 9b-secti.oo 160.04.G)
N:te: Serio=a. I.e:p:de:za or Se:al.a ~:za. nay be 9..i::ECitu:e:i for IIi:erstate ~ 2a1e I-A arll-B ebal.l l::e saTe as: zone 1.

ZONE 4
2/1-7/15 211-7/15 2/1-7/15 2/1-7/1 2/1-7/1 2/1-7/15 2/1-7/15 1/1-3/1 1/1-3/1
7/1-9/1 7/1-9/1 7/1-9/1
7/1-911 7/1-9/1 7/1-9/1
7/1-9/1
9/15-2/1
10/1-12/1 10/1-12/1 10/15-12/15 9/15-12/15
11/1-3/1 1/15-12/1

106

160.04
160.04 CONSTRUCTION: Construction methods shall conform to the requirements of Section 700 with the following exceptions:
A. GROUND PREPARATION: The Engineer shall examine slopes after the excavation is completed and eliminate planting on areas composed of rock or other materials which are stable, and which he determines are not satisfactory for the permanent establishment of a vegetative cover. All areas to be planted, which are not exempted herein or in Section 700, shall be plowed to a depth of 150 mm.
B. APPLICATION OF LIME AND FERTILIZER: Agricultural lime shall be uniformly spread at the approximate rate shown on the Plans or determined by the Engineer. Apply fertilizer, grade 4-12-12, 6-12-12 or 510-15, uniformly at the rate of approximately 1350 kg/ha. Mix the lime and fertilizer into the top 50 mm of soil, including areas to be planted with pine seedlings. On slopes steeper than 2 to 1, hydroseeding as defHh>d in Sub-Section 700.05.C.3. may be used and the mixing eliminated.
C. SEEDING: Seeds shall be sown at the rates specified in Table 160.03.B.
D. MULCH: Any type mulch listed in sub-section 700.05.C.4. may be used. All seeded and sprigged areas shall be mulched.
E. PLANTING PINE SEEDLINGS: After seeding or sprigging, and mulching, holes for pine seedlings shall be opened with a dibble or approved planter deep enough to set the plants slightly deeper than they grew in the nursery. When hand planting, care shall be taken to compact the bottom of the hole first.
F. APPLICATIONS OF NITROGEN: Nitrogen shall be applied in accordance with Sub-Section 700.06. Nitrogen shall not be applied directly over Seedlings.
G. SPRIGGING:
1. SEASONAL LIMITATIONS FOR SPRIGGING: Seasonal Limitations are shown in Planting Table 160.03.B.
2. Inspection of Harvesting Sites shall be in accordance with Sub-Section 890.02.A.
3. HARVESTING OF SPRINGS: Sprigs shall be harvested with a sod cutter, turning plow, or other approved equipment in such a manner that at least 75 mm of the root system shall be lifted intact. The sprigs so harvested shall be immediately loaded, covered with wet burlap or canvas so as to prevent damage from the elements and transported to their destination where they shall be immediately planted or stockpiled in a satisfactory manner. If the sprigs are stockpiled they shall be covered and kept moist. In all cases sprigs shall be planted within fortyeight (48) hours after they are harvested. In no case shall sprigs be allowed to dry out or freeze.
107

160.05
4. APPLICATION OF SPRIGS: Sprigging may be done by the broadcast or row method at the Contractor's option, except that broadcast sprigging shall not be done on steep slopes or narrow areas where satisfactory results cannot be obtained. At the time sprigging is done, the moisture content of the soil shall be at least the optimum for the soil to be sprigged.
a. BROADCAST SPRIGGING: When the broadcast method is used the sprigs shall be broadcast mechanically or by hand in a uniform layer over the prepared surface at the rate of at least 43 viable sprigs to each square meter. Sprigs shall be covered to a depth of 50 - 75 mm by disc harrowing, or by other satisfactory means.
b. ROW SPRIGGING: When the row method is used, furrows spaced a minimum of 300 mm apart shall be opened to a depth of at least 100 mm. As soon as practicable afterward the sprigs shall be placed in the furrows by hand or by planting machines and shall overlap in the furrows. No sprigs shall be exposed more than 15 minutes before they are covered by filling in the furrows.
c. RESTORING LINE AND GRADE: After the sprigging is done impaired sections shall be brought back to line and grade satisfactory to the Engineer.
5. ROLLING: As soon as the sprigging has been completed, the area shall be rolled at right angles to the direction ofthe slope incline.
6. MULCHING: All sprigged areas within construction limits shall be mulched. The mulching shall be done in accordance with the provisions of Sub-Section 7oo.05.C.4.
a. MULCH WITH BINDER: Where Mulch With Binder is used, it shall be applied immediately after the overseeding and rolling have been completed.
b. MIXED IN PLACE MULCH: Where Mixed In Place Mulch is used it shall be done immediately after sprigging.
160.05 PLANT ESTABLISHMENT: Plant establishment shall be performed in accordance with Sub-Section 700.08 with the following exceptions:
A. MOWING: No mowing will be required.
B. PINE TREE SEEDLINGS: Each area planted to pine seedlings will be considered to have satisfactory growth and coverage when 85% or more have survived 90 days after planting with no fail spot exceeding 0.1 ha. Should the survival rate be less than 85% but exceed 75% with no fail spot exceeding 0.1 ha, the affected area will be measured for payment at onehalf the Contract Price unless the Contractor elects to replant the deficient area in full in order to meet the requirements for full growth and coverage. Areas which fail to meet the minimum 75% requirement must be replanted in full at the Contractor's expense. All replanting must be done
108

160.07

within the allowable planting season for pine seedlings as shown in SubSection 160.03.B.

160.06 MEASUREMENT: The items of Area Reclamation, Seeding or Sprigging, and Area Reclamation, Pine Seedlings including fertilizer and mulch will be measured in hectares, horizontal measurement.
A Reclamation items completed and accepted and eligible for measurement and payment are subject to the following conditions:

1. Each item of work is done for the Department in accordance with the Specifications and terms of the Contract.
2. The areas upon which the work is done are shown on the Plans as possible sources of materials or as possible waste areas.

3. If the Contractor furnishes a substitute area, measurement of Reclamation terms eligible for payment shall not exceed Plan quantities.

B. Reclamation items not eligible for measurement and payment by the Department include, but are not limited to, the following:

1. Reclamation items which are done for or paid for by another Agency.

2. Reclamation items accomplished on areas, other than on substitute areas, not shown on the Plans and which were secured by the Contractor.

3. Areas and items of reclamation work done on any areas excluded under the provisions of Sub-Section 160.01 will not be measured for payment.

160.07 PAYMENT: The items of Area Reclamation, complete in place and accepted will be paid for as follows:
Area Reclamation, Seeding, or Sprigging; and Area Reclamation, Pine Seedlings, measured for payment, will be paid for at the Contract Unit Price per hectare, which payment shall be full compensation for all ground preparation; seeding or planting; applying all fertilizer, including nitrogen; watering; mulching; and for all other work and incidentals necessary to complete the Item except lime.
Lime will be measured and paid for in accordance with Section 700. The Contractor will be allowed full measurement and payment on regular monthly estimates for all reclamation items at the time they are first completed, provided the work has been done in strict compliance with the Specifications, and only normal retainage will be withheld until final acceptance.

Payment will be made under: Item No. 160. Area Reclamation, Seeding Item No. 160. Area Reclamation, Sprigging Item No. 160. Area Reclamation, Pine Seedlings Item No. 700. Agricultural Lime

per Hectare per Hectare per Hectare per Megagram

109

161.01
SECTION 161-CONTROL OF SOIL EROSION AND SEDIMENTATION
161.01 DESCRIPTION: This Work shall consist of control measures as shown on the Plans, ordered by the Engineer, or as required during the life of the Contract to control soil erosion and sedimentation through use of any of the devices or methods referred to in this section. Temporary erosion control is also required outside the right of way or easements where such work is necessary as a result of roadway construction such as borrow pit operations, haul road, etc. No payment will be made for erosion control outside the right of way and/or construction easements except that provided for by the Plans.
The temporary erosion control provisions contained herein shall be coordinated with the permanent erosion control features specified herein and elsewhere in the Contract to the extent practical to assure economical, effective and continuous erosion control throughout the construction and post construction period.
The erosion control features installed by the Contractor shall be effectively maintained by the Contractor to contain erosion within the limits of the rights of way and to control the discharges of storm-water from disturbed areas so that the turbidity of the stream shall not exceed 50 nephelometric turbidity units (NTU) higher than the turbidity level of the stream immediately upstream of construction. For drainage structure construction the increase in turbidity over the upstream reading shall not exceed 60 NTU. Turbidity testing will be done by the Department.
On construction projects having separate contractors the grading contractor shall maintain all erosion control measures at grading sites in a manner acceptable to the Engineer until the Contract is accepted. At such time, the bridge or paving contractor shall assume all maintenance responsibility of the erosion control measures within the limits of his contract(s) until such time as the work within the Contract has been accepted.
If any erosion control devices are damaged by any contractor, either by neglect, construction methods or any other reasons, including acts of nature, they shall be immediately repaired by that Contractor at no cost to the Department.
Dust from any of the Contractor's activities shall be controlled to keep dust pollution to a minimum. The Engineer may direct that roadways or other areas be sprinkled with water to achieve the desired results.
In addition to the above, the provisions of the National Pollutant Discharge Elimination System for Storm Water Discharge Associated with Construction Activity, General Permit Number GAR 100000 of the Department of Natural Resources, Environmental Protection Division, State of Georgia shall be applicable.
The General Permit requires the following documents:
Notice of Intent (NOI) shall be submitted to the Industrial Wastewater Program of the Environmental Protection Division. The NOI will be submitted by the
110

161.03

Department.

Contractor's Certification Statement(CCS) is included in the Proposal. Execution of the Contract shall constitute execution ofthe Contractor's Certification.

Storm Water Pollution Prevention Plan (SWPPP) shall be kept on site and shall consist of the following:

1. Project Plans 2. Standard Plans including Standard Construction
Details 3. Specifications 4. Contract Documents 5. Contractor's Erosion and Sedimentation Plan

Notice of Termination(NOT) will be prepared and submitted by the Engineer to the Environmental Protection Division upon the establishment of acceptable vegetation on land in disturbed areas.

161.02 EROSION CONTROL MEASURES: The following is a listing of erosion control measures contained in the Specifications:

A Baled Straw Erosion Check
B. Bituminous Treated Mulch C. Concrete Paved Ditches D. Bituminous Treated Roving E. Erosion Control Mats (Blankets) F. Erosion Control Check Dam G. Grassing H. Permanent Soil Reinforcing Mat I. Reclamation of Material Pits and Waste Areas J. Rip Rap K Restoration or Alteration of Lakes and Ponds L. Sand-Asphalt Ditch Paving M. Sediment Basin N. Silt Control Gate O. Silt Retention Barrier P. Sod Q. Sod Ditch Checks R. Temporary Mulch S. Temporary Grassing T. Temporary Silt Fence U. Temporary Slope Drains

163.03.D. 7oo.05.CA. 441 715 716 162 700 710 160 603 166 434 163.03.C. 163.03.A 170 7oo.05.D. 7oo.05.F. 163 163.03.F. 171 163.03.B.

161.03 WORKSITE EROSION CONTROL SUPERVISOR:

A GENERAL: The Contractor shall designate, prior to beginning any work, a Worksite Erosion Control Supervisor who shall be responsible for initiating,

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161.03
properly installing, and maintaining all erosion control devices as described in Sections 160 through 171 or elsewhere in the Contract documents.
The Worksite Erosion Control Supervisor (WECS) shall be an employee of the Prime Contractor, shall have at least one year experience directly related to roadway construction in a supervisory capacity and shall be knowledgeable in erosion control practices and procedures. Evidence of such qualifications shall be furnished to the Engineer upon request. However, on projects where it is readily apparent that erosion control is of a minor significance the Engineer may allow the Contractor's Project Manager to serve as the WECS as long as satisfactory results are obtained.
The WECS shall be available on a twenty-four (24) hour basis with access to all equipment, personnel, and materials needed to maintain erosion control and handle flooding related situations. The WECS shall ensure that routine deficiencies are corrected within a twenty-four (24) hour period. Additionally, in periods ofheavy rain the WECS shall have the construction area patrolled regardless ofthe time ofday or night or the day of the week for the purpose of early detection and correction of erosion or flooding problems before they interfere with traffic flow, safety, or downstream turbidity. In emergency situations corrections shall begin immediately.
The WECS shall be available on the site within forty-five (45) minutes after notification of any emergency situation, prepared to positively respond to the emergency. If deemed necessary, the Department reserves the right to take action to remedy emergency situations without prior notification to the Contractor. The Department shall recover its cost for the emergency maintenance work in accordance with Sub-Section 105.15 of the Standard Specifications.
Failure to comply with the requirements of these Specifications shall be grounds for dismissal of the WECS from the duties of Worksite Erosion Control Supervisor.
Failure to maintain a designated WECS or failure to comply with the provisions of this Specification will result in cessation of all activities except traffic control and erosion control work and may result in the withholding of monies due or which may become due in accordance with the Standard Specifications.
Continued failure of the Contractor to comply with the requirements of this Specification shall result in non-refundable deductions of monies from the Contract as tabulated below for non-performance of Erosion Control. This is in addition to the actions described in the preceding paragraphs above. Deductions shall continue until all corrections are completed.
112

161.04

SCHEDULE OF DEDUCTIONS FOR EACH CALENDAR DAY OF EROSION CONTROL DEFICIENCIES

ORIGINAL TOTAL CONTRACT AMOUNT

From More Than
o
$100,000.00
$1,000,000.00
$5,000,000.00

To and Including
$100,000.00 $1,000,000.00 $5,000,000.00

Daily Charge $500.00 $750.00
$1,000.00 $1,500.00

B. The WECS shall report on form DOT E.C. 1 the status of the erosion control devices and needs to the Engineer weekly unless the Engineer determines that the risk of erosion is minimal. Any authorized reporting frequency other than weekly shall be documented by the Engineer. These reports shall be submitted on the date the inspection is made by the WECS. The Engineer will include them as a part of the Project records. The Engineer will review the submitted DOT E.C.1 and inspect the project for compliance and notify the WECS of any additional deficiencies needing correction. If problems are not corrected within the time period established by the Engineer deductions as shown in the schedule above may be assessed the Contractor. Such notifications to the WECS shall be documented.

C. As a minimum the Contractor shall complete the permanent grassing, or temporary grassing and mulching, as appropriate, on all cut and fill slopes on a weekly basis during grading operations, except projects with a total of 1 ha or less of grassing may be treated every two weeks. When conditions warrant, the Engineer may require more frequent intervals for this work. It is extremely important to get a cover, whethe1' it be mulch, temporary grass or permanent grass. Adequate mulch is a must. When grading operations or other soil disturbing activities have been suspended, for whatever reason, the Contractor shall promptly perform needed grassing work and/or erosion control work as shown in the plans, included in an approved plan submitted by the Contractor, or as directed by the Engineer.

161.04 EROSION AND SEDIMENTION CONTROL PLAN: At the Preconstruction conference the Contractor shall present proposed plans and schedules for construction of the Project in accordance with the requirements of this Section. The plans shall be based on an analysis of project conditions and shall be in written form except for projects on which it is readily apparent that control of erosion is of a minor significance. This plan shall specifically indicate the schedule of clearing and grubbing, earthwork operations and construction of permanent erosion control features, and the proposed uses of temporary erosion control features. It shall include provisions for implementing erosion control in critical areas near rivers, streams, lakes, tidal waters, reservoirs, canals, other impoundments, and in residential areas. The Contractor shall also outline the proposed methods of controlling erosion of haul roads and in borrow pits, material pits, and areas used for disposal of waste materials from the project.

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161.05
This submission shall include but is not limited to the following:
A. General overall Erosion Control Schedule.
B. Detailed breakdown of erosion control devices as required for different stages ofconstruction.
C. Set of marked plans or detailed drawings showing areas of control devices and purpose of each.
D. Subsequent staging plans and specific site plans may be submitted to the Engineer for approval as the work progresses. These plans shall be submitted a minimum of two weeks in advance of construction to allow review by the Engineer.
No work shall be started until the aforementioned plans and schedules have been accepted by the District Engineer. The Contractor will be responsible for accomplishment of the Work in accordance with the accepted plans and schedules. The District Engineer may approve changes made necessary by unforeseen circumstances which are beyond the control ofthe Contractor.
On projects consisting of minor pavement widening less than 1.2 meters in width, Erosion Control and Sedimentation Plans will not be required. The existing vegetation is sufficient to prevent erosion.
161.05 CONSTRUCTION:
A. GENERAL: The Engineer has the authority to limit the surface area of erodible earth material exposed by clearing and grubbing, the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate permanent and/or temporary erosion control measures to prevent contamination of adjacent streams or other water-courses, lakes, ponds, or other areas of water impoundment. Such work may involve the construction of any of the items listed in Sub-Section 161.02, or other control devices or methods necessary to control erosion. Cut slopes shall be seeded and mulched as the excavation proceeds. Under no circumstances shall the grading (height of cut) be allowed to exceed the operating range of the grassing equipment. The Contractor shall incorporate all permanent erosion control features into the Project at the earliest practicable time as outlined in his accepted schedule. Temporary erosion control measures shall be used to correct conditions that develop during construction which were unforeseen during the design stage; that are needed prior to installation of permanent erosion control features; or that are needed temporarily to control erosion that develops during normal construction practices, but are not associated with permanent control features on the project whether a pay item is established or not.
B. ERODIBLE AREA: Operations shall be so scheduled and performed that the installation of temporary silt fence, construction of sediment basins, and other temporary erosion control devices may be performed
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161.05
concurrently. Grading operations and permanent erosion control features must follow immediately thereafter.
The Engineer will limit the area of excavation, borrow, and embankment operations in progress commensurate with the Contractor's capability and progress in keeping the finish grading, mulching, seeding, and other such permanent erosion control measures current in accordance with the accepted schedule. Should seasonal limitations make such coordination unrealistic, temporary erosion control measures shall be taken immediately. Under no conditions shall the surface area of erodible earth material exposed at one time exceed 7 ha except as noted below. When all temporary erosion control devices have been installed and the area grassed (temporary or permanent), mulched, stabilized and approved by the Engineer it may be released from the 7 ha limit.
Only the State Construction Engineer may increase the 7 ha limit of surface area of erodible earth material to be exposed at one time by clearing and grubbing, excavation, borrow, and fill operations combined as determined by his analysis of project conditions. The maximum of 7 ha of exposed erodible earth applies to the entire Project and to all combined operations of clearing and grubbing, excavation, embankments, and borrow operations, not 7 ha of surface area of exposed erodible earth for each operation.
C. GRADING OPERATIONS: Each roadway cut and each embankment shall be completed in a continuous manner, unless otherwise provided for in the Contract or ordered by the Engineer. The Contractor shall maintain the top of the earthwork in all roadway sections through all construction stages in a manner which will permit the runoff of water to the outer edges. Earth berms intercepting the runoff water shall be constructed along those edges. Temporary slope drain facilities with adequate inlets and velocity dissipaters (straw bales, silt fence, aprons, etc.) shall be provided to carry the runoff water to the bottom of the slopes. Drains shall be located at intervals that will satisfactorily handle the accumulated water.
D. The temporary erosion control measures shall be continued until the permanent drainage facilities have been constructed, pavement placed, and the grass on planted slopes is sufficiently stabilized to be an effective erosion deterrent.
E. CONSTRUCTION IN STREAM BEDS: Unless otherwise approved in writing by the Engineer, construction operations in rivers, streams, and impoundments shall be restricted to those areas where channel changes are shown on the Plans and to those areas which must be entered for the construction of temporary or permanent structures. Where channel changes are not shown the Contractor may construct diversion channels as appropriate to protect the stream from erosion. Erosion control measures shall be installed to meet the turbidity requirements in Sub-Section 161.01. As soon as conditions permit, rivers, streams, and impoundments shall be promptly cleared of all falsework, piling which are to be removed,
115

161.06
debris, and other obstructions placed therein or caused by the construction operations. Fording oflive streams with construction equipment will not be permitted unless specifically approved by the Engineer. Temporary bridges or other structures shall be used whenever stream crossings are necessary and all costs shall be included in the price bid for the overall contract. Unless, otherwise approved in writing by the Engineer, mechanized equipment shall not be operated in live streams except as may be required to construct channel changes and temporary or permanent structures, and to remove temporary structures.
F. Prior to final acceptance all drainage structures within the project limits, both existing and proposed, shall be cleaned and functioning properly. All costs for accomplishing this work shall be considered incidental to the overall costs bid for the contract.
161.06 MEASUREMENT AND PAYMENT: In the event that temporary erosion control measures are required due to the Contractor's negligence, carelessness, or failure to install permanent controls as a part of the Work as scheduled, and are ordered by the Engineer, such work shall be performed by the Contractor at no additional expense to the Department as described in Sub-Section 107.13.
Temporary erosion control work required, which is not attributed to the Contractor's negligence, carelessness, or failure to install permanent controls, or included in the Contractor's approved erosion control schedule shall be performed as ordered by the Engineer and where such work falls within the Specifications for a work item that has a Contract Price, the units of work shall be paid for at the proper Contract Price. Should the work not be comparable to the project work under the applicable Contract Items, the Contractor shall perform the work on a Force Account basis, or by agreed Unit Prices in accordance with Sub-Section 109.05.
Erosion control work on approved borrow pits or approved haul roads to borrow pits measured for payment will consist of only those items provided for in the Plans or ordered by the Engineer and determined not to be maintenance work as stated in Sub-Section 106.10.D. Erosion control measures for pits obtained by the Contractor will be at the Contractor's expense. If a pit is approved and the Contractor elects to use another pit, the Department will pay only up to the contract amount.
Temporary earth berms constructed along the edges of the roadways during grading operations will not be paid for separately but will be considered as an auxiliary item required for the proper completion of Section 205, Roadway.
Measurement and payment for work done under this Section by the Contractor will not be measured or paid for separately except as defined herein, or for specific pay items which are provided for in the Contract. Where no specific pay items which are included for measures that are provided for in the plans, the Contractor shall consider this work incidental to the overall work being performed and shall include the cost for completing this work in the overall bid submitted.
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162.05
SECTION 162-EROSION CONTROL CHECK DAMS
162.01 DESCRIPTION: This work shall consist of furnishing, constructing, and maintaining erosion control Check Dams.
162.02 MATERIALS: Woven wire, where required, shall be of any commercial type minimum 1.93 mm. Where available, other materials such as logs, brush, stakes, etc., shall be obtained from the Right of Way. No. 57 stone, where required, shall be placed at the location and depth indicated on the Plans. The material in the earth dams, where required, shall meet the requirements for Sub-Section 810.01, Class II Soils.
162.03 CONSTRUCTION: Check Dams shall be constructed in accordance with the details shown on the Plans, and shall be constructed before any roadway clearing and grubbing or grading is accomplished in the affected drainage area. Available trees, logs, brush, etc., within the Right of Way and the affected area, which may be used to construct the Check Dams must be removed in such a manner as not to disturb other natural ground cover. Only rubber tired equipment will be permitted to work in the affected drainage area until after the Check Dam is in place and completed. The embankment material for the earth dams, where required, will be obtained from a location outside the area draining into the pond, or stream, to be protected.
The layer of No. 57 stone on the downstream side ofthe earth dam shall be placed immediately after completion of the earthwork on the earth dams and the remaining portions (top and upstream slopes) of the earth dams shall be immediately grassed. All roadway cut and fill slopes which drain toward the Check Dam drainage area shall be grassed or stabilized with straw mulch immediately after grading. The Contractor will be required to maintain the Check Dams in good repair by cleaning out and repairing the Check Dams as needed during the life of the Contract. The number of Check Dams indicated on the Plans is the estimated number required. Additional Check Dams may be necessary and will be promptly constructed when directed by the Engineer.
After construction is complete, all Check Dams will be left in place unless otherwise directed.
162.04 MEASUREMENT: The number of Erosion Control Check Dams measured for the payment shall be the actual number completed and accepted.
162.05 PAYMENT: Erosion Control Check Dams, as measured above, will be paid for at the Contract Unit Price which payment shall be full compensation for the construction and compaction of earth dams; for all required grassing, mulch and No. 57 Stone; for log dams and dissipators, and for all maintenance necessary for the length of time the Check Dam is required, and for removal when ordered by the Engineer.
A. Payment for this item will be made on the following basis: 75% of the Contract Price will be paid when each Erosion Control Check Dam is
117

163.01

complete in place. The remaining 25% will be paid at the time the Engineer instructs the Contractor the item is no longer required but is to remain in place or the item is satisfactorily removed, whichever is applicable. Temporary Devices will be left in place at the discretion of the Engineer at no change in cost.

Payment will be made under: Item No. 162. Erosion Control Check Dam-Type_ _

per Each

SECTION 163-MISCELLANEOUS EROSION CONTROL ITEMS

163.01 DESCRIPTION: This work shall consist of constructing, maintaining, and removing Silt Control Gates, Temporary Erosion Control Slope drains, of the type shown on the Plans or as directed, Sediment Basins, Baled Straw Erosion Checks, and other temporary structures which may be shown on the Plans or devised by the Engineer during construction as a means of controlling erosion. This work also includes Temporary Mulch and Temporary Grass.

163.02 MATERIALS: Materials shall conform to the following Specifications:

Mulch

893.02

Temporary Silt Fence

171

Concrete Aprons and Footings shall be Class "N'

500

Temporary Grass

700

Bituminous Treated R.oving

715

Lumber and Timber

860.01

Preservative Treatment ofTimber Products

863.01

Corrugated Polyethylene Temporary Slope Drain Pipe

AASHTO

M2520rM294

Nails shall be 4Od.

Materials for temporary slope drain pipe shall be polyethylene plastic

corrugated pipe meeting the requirements of AASHTO Specification M252 or

M294.

Asphaltic material used to tack the lining material to earth flumes shall be

grade RS-2h or SS-1h meeting the requirements ofSection 822.

Baled Straw shall consist of standard size rectangular, mechanically

produced bales.

Materials shown on the Plans, such as pipe, spillways, wood baffles, and other

accessories including an anti-seep collar, when necessary, shall be furnished by

the Contractor and shall remain the Contractor's property after removal, unless

otherwise shown on the Plans. Materials may be new or used; however,

previously used materials shall be approved by the Engineer before use.

163.03 CONSTRUCTION:

A SILT CONTROL GATES: Where silt control gates are required, the following sequence ofoperations shall be followed.

1. Clear and grade only that portion of the roadway within the affected drainage area necessary to construct the drainage structure. Construct

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163.03
the drainage structure and backfill.
2. Install the appropriate silt control gate at inlet of the structure. The type shall be as indicated on the Plans.
3. The effective height of the gate shall be in accordance with plan details. The height necessary to accomplish the intended purpose may be varied as directed
4. Complete grading of roadway in the affected drainage area, grass and mulch all slopes and ditches that will not be paved. Construct all ditch paving required in the affected area.
5. When silt has been deposited at the gate to a depth equal to half the height of the gate, the silt shall be removed and placed in an area and permanently stabilized.
6. The gate shall remain in place until all work in the affected drainage area is complete and until the erodible earth is stabilized. The gate assembly shall then be removed by sawing off the wood posts flush with the concrete apron. The concrete apron between the gate and the structure inlet shall be left in place. The gate shall remain the property of the Contractor.
B. TEMPORARY SLOPE DRAINS: Where temporary slope drains are required, the roadway grading operation shall be conducted in accordance with Section 16l.
1. Temporary pipe slope drains with inlets and velocity dissipators (straw bales, silt fence, or aprons) shall be placed according to plan details. The inlet shall be securely anchored into the slope to provide a watertight connection to the earth berm. All connections in the pipe shall be made leakproof.
2. The temporary slope drains shall be placed as shown on the Plans or as directed by the Engineer and shall remain in place until the permanent grass has attained sufficient growth to control erosion. The slope drains shall then be removed and the disturbed area grassed with permanent grass; however, temporary slope drains may remain in place to aid in establishing permanent grass if approved by the Engineer.
C. SEDIMENT BASINS: Sediment basins shall be constructed according to the details shown on the Plans at the required location, or as modified by the Engineer. The unit shall be constructed complete as shown including grading, drainage, rip rap, spillways, anti-seep collar, when required, temporary mulching and grassing on external slopes, and all accessories necessary to complete the basin. While the basin is in use, the Contractor shall remove the sediment when the allowable depth is reached as indicated on the Plans. This material shall be placed in an area and permanently stabilized. When the sediment basin is no longer needed the remaining sediment shall be removed and disposed of as shown above. The sediment basin
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163.03
shall then be removed and the area graded, drained, and restored to blend with the adjacent landscape. The disturbed areas shall then be mulched and permanently grassed in accordance with the applicable portions of Section 700, as a part of the normal grassing operation.
D. BALED STRAW EROSION CHECKS: Baled straw erosion checks shall be constructed in accordance with Plan details. Temporary silt fence, Type "B," as specified in Section 171 may be substituted for baled straw erosion checks at the option ofthe Contractor or at the direction ofthe Engineer.
E. OTHER TEMPORARY STRUCTURES: When special conditions are evident during the design stage, other types of temporary structures for erosion control may be shown on the Plans with appropriate notes to cover materials required and construction methods.
F. TEMPORARY GRASS: Temporary grass shall be used when directed by the Engineer to control erosion in areas where permanent grassing cannot be planted. Temporary grass shall be used where an area must be protected for longer than temporary mulch is expected to last which is 60 calendar days. After 60 calendar days, areas with only temporary mulch shall be planted in temporary grass and mulched again. Temporary grass shall be a quick growing species such as rye grass, millet or a cereal grass suitable to the area and season. Seeds shall conform to the requirements of Sub-Section 890.01. Seeding shall be done in accordance with the requirements of Section 700, except that ground preparation shall be the minimum required to provide a seed bed where further grading will be required. Areas that require no further grading shall be prepared in accordance with Sub-Section 700.05.A. Lime shall be omitted unless the area will later be planted in permanent grass without further grading in which case lime will be applied according to Section 700. Fertilizer, mixed grade, shall be applied at the rate of 450 kg/ha. Nitrogen shall be omitted. All temporary grass shall be mulched in accordance with Section 700. All areas where temporary grass has been planted shall be thoroughly plowed and prepared in accordance with Sub-Section 700.05.A. prior to planting permanent grass. It shall be the responsibility of the Contractor to determine the required quantity of Temporary Grass from the documents required in Sub-Section 161.04.
G. TEMPORARY MULCH: Where stage construction or other conditions not controlled by the Contractor prohibit the completion of a roadway section in a continuous manner, the Contractor shall apply temporary mulch to control erosion for a period of 60 calendar days or less. Temporary mulch may be used on any erodible area either on or off the right of way, including borrow pits, temporary haul roads, or waste areas. Areas stabilized with only temporary mulch shall be planted with temporary grass and mulched again after 60 calendar days.
The mulch should be uniformly spread over the designated areas from
120

163.04
50 mm to 100 mm thick. Mter spreading, the mulch shall be walked in with a tracked vehicle (preferred method), empty sheep foot rollers, light discing, or by any other means which does not destroy the finished cross section of the prepared areas, and which is satisfactory to the Engineer. Temporary mulch may be placed on slopes as steep as 2:1 using a tracked vehicle to imbed the mulch into the slope. Where specified, temporary mulch shall be bituminous treated in accordance with Sub-Section 700.05.CA.a.
When grassing operations begin, the mulch shall be left in place and plowed into the soil during the process of seed bed preparation, thereby becoming beneficial plant food for the newly planted grass. Mulch required for protection of newly planted grass shall be in addition to the mulch specified herein.
It shall be the responsibility of the Contractor to determine the required quantity of Temporary Mulch from the documents required in Sub-Section 161.04.
H. MISCELLANEOUS EROSION CONTROL NOT SHOWN ON THE PLANS: When conditions develop during construction unforeseen in the design stage, the Engineer may direct the Contractor to construct any temporary devices such as, but not limited to, bulkheads, wooden ditch checks, sump holes, use of half round pipe for ditch liners, plastic sheets over critical cut slopes and the like. Details of placement will be developed jointly by the Engineer and the Contractor in such a manner as to assure effective control of erosion in the affected area.
1. DIVERSION CHANNELS: Where the construction of a culvert or other drainage structure in a live stream necessitates the diverting of the stream a diversion channel shall be constructed. The bottom and sides of the channel shall be protected with plastic sheeting, rip rap (either stone or sandbag), geotextile fabric, etc., or other materials as approved by the Engineer. Cement may be omitted in sandbag rip rap used in lining diversion channels.
163.04 MEASUREMENT: Silt control gates measured for payment will be the entire structure of the type constructed at each location complete in place and accepted. Silt control gates constructed at the inlet of multiple lines of drainage structures will be measured for payment as a single unit. Temporary slope drains will be measured for payment by the linear meter measured along the slope to include the inlet spillway and when required, outlet apron or other dissipation devices. Other temporary structures devised on the Project will be measured in the manner directed by the Engineer.
SEDIMENT BASINS: The quantity to be measured for payment will be the entire structure complete, including construction, maintenance, and removal. Measurement shall also include earthwork, drainage, spillways, baffles, rip rap, temporary grassing, maintenance during roadway construction, including periodic removal of sediment, and final cleaning up as necessary in conjunction with removal of the basin. Final permanent grassing will not be measured separately for payment but will be included in the normal
121

163.05
grassing quantities, and payment will be included in the overall bid for permanent grassing.
TEMPORARY GRASS: Temporary Grass will not be measured for payment except Lime which will be measured in accordance with Section 700.
TEMPORARY MULCH: Temporary Mulch will not be measured for payment.
BALED STRAW EROSION CHECKS: Baled straw erosion checks will be measured by the linear meter. Type "B" temporary silt fence will be measured as baled straw when substituted at the Contractor's option or the Engineer's direction.
DIVERSION CHANNELS: Diversion channels will not be measured for payment. All costs for the entire structure complete, including all necessary materials, construction, including earthwork, maintenance, and removal, shall be included in the price bid for the drainage structure or for other contract items.
163.05 PAYMENT:
SILT CONTROL GATES: Silt control gates of the type specified will be paid for at the Contract Unit Price per each, which payment shall be full compensation for furnishing all material and labor; for constructing the concrete apron as shown on the Plans; for all excavation and backfill necessary to place the apron, for cleaning and maintaining the gate for the total time the gate is required, and for removal of the gate.
TEMPORARY SLOPE DRAINS: Temporary slope drains will be paid for by the linear meter which payment shall be full compensation for all materials, construction, maintenance, removal (if required), inlet spillways, and velocity dissipators, outlet aprons, etc.
Temporary drain inlets and pipe slope drains when removed will remain the property of the Contractor and may be reused or removed from the Project as the Contractor desires. Reused pipe or inlets will be paid for on the same basis as new pipe or inlets.
SEDIMENT BASIN: This item measured in accordance with Sub-Section 163.04 Measurement will be paid for by the Unit, per each, for the type specified on the Plans, which price and payment shall be full compensation for all work and supervision necessary to construct, maintain, and remove sediment basin, including final cleaning up.
DIVERSION CHANNEL: This item will not be paid for separately but shall be included in the price bid for the drainage structure or for other contact items.
TEMPORARY GRASS: This item will be paid as Lump Sum which payment shall be full compensation for all ground preparation, materials, fertilizer, mulch, and other incidentals except Lime which will be paid for by the ton.
TEMPORARY MULCH: This item will be paid as Lump Sum which payment shall be full compensation for all materials, labor, maintenance, and other incidentals.
BALED STRAW EROSION CHECKS: Baled straw erosion checks, complete in place and accepted will be paid for at the Contract Unit Price bid. Such payment shall be full compensation for constructing, maintaining and removing, when so directed, the straw checks.
122

166.02

When the Contractor elects to substitute Type "B" Silt Fence for Baled Straw Erosion Checks, or when the Engineer directs such substitution, payment will be made at the bid price per Linear Meter for Baled Straw Erosion Checks.
Other temporary structures shown on the plans or devised on the Project at the direction of the Engineer, will be paid for at the Unit Price shown in the Proposal for items shown in the Plans or at agreed unit prices, or on a Force Account basis in accordance with Sub-Section 109.05 for items devised on construction. The unit price or Force Account shall be full payment for all labor, materials, incidentals and maintenance necessary for the length of time the structure is required, and for removal when ordered by the Engineer.
The items in this Section except temporary grass and temporary mulch will be paid for on a partial payment basis as follows: When the item is first installed and put into operation the Contractor will be paid 75% of the Contract Price for the Item installed. The remaining 25% will be paid at the time the Engineer instructs the Contractor that the item is no longer required and is to remain in place or when the item is satisfactorily removed, whichever is applicable. Temporary devices may be left in place at the discretion of the Engineer at no change in cost. Payment for temporary grass and temporary
mulch shall be made based on the estimated quantities shown in the Contractor's approved erosion control schedule.

Payment will be made under:

Item No. 163. Construct, Maintain, and Remove Silt Control Gate

Type __

per Each

Item No. 163. Construct, Maintain, and Remove Temporary Pipe Slope

Drains

per Linear Meter

Item No. 163. Construct, Maintain and Remove (Temporary Erosion

Control Structure)

per Unit to be Established

Item No. 163. Construct, Maintain, and Remove Baled Straw Erosion

Check

per Linear Meter

Item No. 163. Construct, Maintain, and Remove Sediment Basin

Type __

per Each

Item No. 163. Temporary Grass

per Lump Sum

Item No. 163. Temporary Mulch

per Lump Sum

Item No. 700. Agricultural Lime

per Megagram

SECTION 166-RESTORATION OR ALTERATION OF LAKES AND PONDS
166.01 DESCRIPTION: This Specification establishes the Contractor's responsibility for the alteration or restoration of a lake or pond and adjoining property. The Contractor's attention is directed to Sub-Section 107.13 Protection and Restoration of Property and Landscape. As used herein, the word ''lake'' shall be construed to mean "lake" or "pond," regardless of its shape or size. The method to be used shall be as indicated on the Plans and Proposal.
166.02 MATERIALS AND EQUIPMENT: Materials and equipment shall be those necessary to complete the Work as detailed on the Plans or as directed.

123

166.03

166.03 CONSTRUCTION:

A. RESTORATION: Before the Work begins, the Engineer will establish the overall condition of the lake and dam and determine the existing contours of the lake bottom. When so indicated on the Plans and Proposal, the Contractor shall make use of the lake area as a settling l;>a~in to contain silt, debris, or other foreign matter during the construction period. When the lake or pond is used as a settling basin, the Contractor shall remove, at no additional cost to the Department, the silt, etc., as frequently as necessary to avoid pollution of the downstream area. After the Roadway Work is completed to a point where the normal grass has produced a stand of sufficient density to prevent erosion and
further pollution of the lake, the Contractor shall excavate, and clean the lake of all foreign matter to its original contour and condition or proposed contour, if different than the original. All material removed shall be disposed of in a manner satisfactory to the Engineer. After deleterious materials are removed, all disturbed areas not under water shall be graded and grassed. B. ALTERATION: Alteration, when shown as a pay item, shall consist of the Work necessary to change the physical size, shape, or depth of the lake; change the high water level, or elevation of the dam or portions thereof. This Work shall be done in accordance with Plan details.

166.04 MEASUREMENT: Alteration or Restoration of a Lake will be measured by the unit as indicated on the Plans and in the Proposal.

166.05 PAYMENT: Alteration or Restoration of a Lake will be paid for at the Contract Lump Sum Price bid for the specified operation as defined in SubSection 166.03. Such payment will be full compensation for furnishing all materials and performing the required Work.

A. RESTORATION: When the lake or pond is used as a settling basin, the Work will be paid for on the following schedule: For each time the lake or pond is cleaned of silt and debris during the construction period, 10 percent of the Lump Sum bid will be paid for up to four occurrences. The remaining amount will be paid when the final cleaning and restoration are complete and accepted.
B: ALTERATION: Will be paid on a pro rata basis of the Lump Sum bid as the Work progresses:

Payment will be made under: Item No. 166 Restoration of Lake, Sta._ _ Item No. 166 Alteration of Lake, Sta._ _

per Lump Sum per Lump Sum

124

170.05

SECTION 17o-SILT RETENTION BARRIER

170.01 DESCRIPTION: This Work shall consist of controlling water pollution at sites where either embankment construction or removal of material causes stream pollution. All of the applicable requirements of Sections 161, 162, and 163 shall apply to this Item with the exception that no payment for the erosion control items contained in those sections will be made where they are used in conjunction with this work.
All dredged materials shall be confined to ponding areas or settlement basins by utilizing standpipes or weirs.

170.02 MATERIALS: Any suitable and effective permeable or impermeable material may be used. Examples of such materials are visquine, canvas duck, clear or black polyolefin, or fabric meeting the requirements of Section 171, Temporary Silt Fence, Type C.

170.03 CONSTRUCTION: Barriers shall be of sufficient length and width to control turbidity. The barrier shall be placed approximately 7.5 m outside the affected construction area, and to a depth within 1.5 m of the bottom. Where the body of water has a significant current, the barrier should be placed generally parallel to the flow of water and the fabric should be permeable. In smaller streams the barrier may be placed closed to the construction area.
The dimensions and methods shall be varied to suit the individual conditions and to meet the requirements of other local and State Water Control Agencies so long as silt dispersion is effectively controlled.
Alternate solutions and usage of materials may be used if approved by the Engineer.
The barriers shall be either staked or floating depending upon current, tides, depth of water, and other variables.
When a staked barrier is used to protect a stream that is being relocated or widened, the fabric shall extend to the bottom ofthe stream and be weighted to prevent it from floating. It must be permeable and not be trenched in at the bottom. The top of the fabric shall extend 600 mm above normal water.

170.04 . MEASUREMENT: Silt retention barriers of the type specified, either floating or staked, will be measured by the linear meter of barrier actually required to prevent siltation and/or pollution.

170.05 PAYMENT: Silt Retention Barriers will be paid for at the Contract Unit Price of barrier of the type of specified, complete in place and accepted. Such payment shall be full compensation for furnishing all materials, erecting the barrier, maintaining, including silt removal as required, and removing and disposing ofthe barrier when no longer required.

Payment will be made under: Item No. 170 Floating Silt Retention Barrier Item No. 170 Staked Silt Retention Barrier

per Linear Meter per Linear Meter

125

171.01
SECTION 171-TEMPORARY SILT FENCE
171.01 DESCRIPTION: The Work covered by this Section consists of furnishing, installing, maintaining, and removing a water permeable filter fabric fence used to remove suspended particles from drainage water.
The quantity of temporary silt fence to be installed will be affected by the actual conditions which occur during the construction of the project. The quantity of temporary silt fence may be increased, decreased, or eliminated entirely at the direction of the Engineer. Such variations in quantity will not be considered as alterations in the details of construction or a change in the character of the Work.
171.02 MATERIALS:
A. FILTER FABRICS: Filter fabrics shall be composed of strong rot-proof synthetic fibers formed into a fabric of either the woven or nonwoven type. Either type offabric shall be free of any treatment or coating which might significantly alter its physical properties after installation. The fabric shall contain stabilizers and/or inhibitors to make the filaments resistant to deterioration resulting from exposure to sunlight or heat. The fabric shall be a pervious sheet of synthetic fibers oriented into a stable network so that the fibers retain their relative position with respect to each other under normal handling, installation, and service conditions. Edges of the fabric shall be finished to prevent'the outer yarn from pulling away from the fabric. Fabrics shall be free of defects or flaws which would significantly affect its physical and/or filtering properties. The fabric may be manufactured with pockets for posts, hems with cord, or with posts pre-attached using staples or button head nails. The manufacturer shall have either an approved color ,mark yarn in the fabric or label the fence with his company's name and product trade name at minimum 30 m intervals. During all periods of shipment and storage, the fabric shall be wrapped in a heavy-duty protective covering which will protect the cloth from sunlight, mud, dust, dirt, and debris. The fabric shall not be exposed to temperatures greater than 60C. FILTER FABRICS FOR TYPE "A" and "B" FENCES; Filter fabric used in the construction of Type "A" and "B" fences may be either the woven or nonwoven type. In the construction of woven fabrics slit tape yarns will be allowed in one direction (warp or fill) only. FILTER FABRICS FOR TYPE "C" FENCES: Filter fabric used in the construction of Type "C" fences shall be a non-calendered woven fabric constructed with monofilament yarns only.
The fabric shall meet the following physical or dimensional requirements:
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171.02

TYPE FENCE
Tensile Strength-Newtons (Min.) (ASTM D-4632)
Elongation (% Max.) (ASTM D-4632)
AOS (Apparent Opening Size) (Max. Sieve Size) (ASTM D-4751)
Flow Rate (LiterslMin.lm2) (GDT-87)
Ultraviolet Stability (2) (ASTM D-4632 after 300 hours weathering in accordance with ASTM D-4355)
Bursting Strength (kPa) (ASTM D-3786 Diaphragm Bursting Strength Tester)
Minimum Fabric Width (mm)

A Warp-530 Fill- 445
40 600J.lIl1
1015
80
1200 900

B Warp-530 Fill- 445
40 600J.lIl1
1015
80
1200 550

C Warp-1155
Fill- 800 40
600J.lIl1 2850
80
1200 900

(1) Minimum roll average offive specimens. (2) Percent of required initial minimum tensile strength.
Approved silt fence shall be listed in the Department's Qualified Products Manual. Approved fabrics must consistently exceed the minimum requirements ofthis Specification as verified by the Office of Materials and Research. Removal from the Qualified Products Manual will prohibit the use of the fabric in Department of Transportation work until the products' acceptability has been reestablished to the satisfaction of the Department.
B. POSTS AND WOVEN WIRE SUPPORT: The posts size and type are dependent upon the type of fence being installed. Generally hardwood posts will be limited to Ash, Hickory or Oak. Other hardwoods may be acceptable if approved by the Office of Materials and Research. Extra support in the form of woven wire is required for Type "C" fence installations. Following are the requirements for each type fence.
TYPE "A" FENCE: Posts shall be a minimum of 1.2 m long and either wood or steel may be used. Soft wood posts shall be at least 75 mm in diameter or nominal 33 mm x 89 mm and straight enough to provide a fence without noticeable misalignment. Ifhardwood posts are used the size may be reduced to 38 mm x 38 mm with a minus tolerance of 6 mm providing the cross sectional area is a minimum of 1444 mm2. Steel posts shall be ''U,'' ''T,'' or "C" shaped with a minimum weight of 1.7 kg/m, and have projections for fastening the fence to the posts. Maximum post spacing shall be 1.8 m.

127

171.03
TYPE "B" FENCE: Posts shall be a minimum of 900 mm long. Soft wood posts shall be at least 50 mm in diameter or nominal 33 mm x 33 mm. If hardwood posts are used the size may be reduced to 25 mm x 25 mm with a minus tolerance of 6 mm providing the cross sectional area is a minimum of 625 mm2. Types "U," "T," or "C" shaped steel posts with a minimum weight of 1.1 kg/m may be used. Maximum spacing shall be 1.8 m.
TYPE "C" FENCE: Posts shall be steel and have a minimum length of 1.5 m. Posts shall be "U," ''T,'' or "C" shaped and have a minimum weight of 1.7 kg/m. The posts shall have projections for fastening the woven wire and filter fabric. Maximum post spacing shall be 1.2 m.
A woven wire support fence shall be used with Type "C" fence. The wire fence fabric shall be at least 810 mm high and shall have at least 6 horizontal wires. Vertical wires shall have a maximum spacing of 155 mm. The top and bottom wires shall be at least 2.49 mm and all other wires shall be at least 2.03 mm. Other designs may be used subject to approval by the Office of Materials and Research.
The filter fabric shall be attached to the top of the woven wire fence at the midpoint between posts.
C. FASTENERS FOR WOODEN POSTS: WIRE STAPLES: Staples shall be 1.37 mm minimum and shall have a
crown at least 19 mm wide and legs at least 13 mm long. Staples shall be evenly spaced with at least 5 per post for Type "A" fence and 4 per post for Type "B" fence.
NAILS: Nails shall be 2.03 mm minimum, 25 mm long with 19 mm button heads. Nails shall be evenly spaced with at least 5 per post for Type "X' fence and 4 per post for Type "B" fence.
171.03 INSTALLATION: The Contractor shall install temporary silt fence according to this Specification, as shown on the Plans, or as directed by the Engineer.
A trench 100 - 150 mm in depth shall be excavated with equipment such as a trenching machine or motor grader; or, if equipment cannot be operated on the site, by hand.
Post installation shall start at the center of the low point (if applicable) with the remaining posts spaced a maximum of 1.8 m apart for Types "X' and "B" and 1.2 m apart for Type "C." Posts shall be installed with at least 450 mm in the ground. Where an 450 mm depth is impossible to achieve, the posts shall be adequately secured to prevent overturning of the fence due to sediment loading.
Filter fabric shall be attached to the post by wire, cord, pockets, staples, nails, or other acceptable means. Ifpockets are used and they are not closed at the top, the fabric must additionally be attached to the post with at least one staple or nail when wood posts are used, and wire when steel posts are used. The additional attachment shall be within the top 150 mm of the fabric. The filter fabric shall be installed in such a manner that 150 - 200 mm of fabric is left at the bottom to be buried and a minimum overlap of 450 mm is provided
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171.06

at all splice joints. The fabric shall be installed in the trench such that 100 150 mm of fabric is against the side of the trench with 50 - 100 mm of fabric across the bottom in the upstream direction. The trench is then backfilled and
compacted so that no flow can pass under the barrier. At the time of installation, the fabric will be rejected if it has defects, rips,
holes, flaws, deterioration, or damage incurred during manufacture, transportation, or storage.

171.04 MAINTENANCE AND REMOVAL: The Contractor shall maintain the silt fence until the Project is accepted or until the fence is removed, and shall remove and dispose of silt accumulations at the silt fence. Filter fabric shall be removed and replaced whenever it has deteriorated to such extent that it reduces the effectiveness of the silt fence.
Silt fence shall remain in place unless the Engineer directs that it be removed. Silt fence which has been removed will remain the property of the Contractor and may be used at other locations provided it is in a condition acceptable to the Engineer. Upon removal ofthe silt fence, the Contractor shall dress the area to give a pleasing appearance, and shall seed and mulch the area in accordance with Section 700.
When silt fence is installed across a waterway which produces significant runoff, the sediment load may require a settling basin in front of the fence. A suitable sump hole or storage area may be constructed and paid for in accordance with Section 163.

171.05 MEASUREMENT: The quantity of temporary silt fence to be paid for will be the actual number of linear meters of silt fence, measured in place from end post to end post of each separate installation, which has been completed and accepted.

171.06 PAYMENT: Temporary Silt Fence Type "A," "B," or "C" measured as defined above, will be paid for at the Contract Unit Price bid per linear meter. Such payment shall be full compensation for furnishing all materials; erecting and maintaining the fence; removing accumulated silt except as described in Sub-Section 171.04; for all dressing and grassing, when required; and for removing the fence, if required. Payment for this Item will be made on the following basis: 75% of the Contract Price bid per linear meter will be paid when each fence is complete in place. The remaining 25% will be paid at removal or acceptance.
In the event repairing fence or removing silt deposit is required, the work shall be performed at no additional cost to the Department.

Payment will be made: Item No. 171. Temporary Silt Fence, Type_ _

per Linear Meter

129

201.01
SECTION 201-eLEARING AND GRUBBING RIGHT OF
WAY
201.01 DESCRIPTION: This work shall consist of Clearing, Grubbing, removing and disposing of all vegetation and debris within the limits of construction and easement areas adjacent to the Right of Way as shown on the Plans, or as directed by the Engineer, except such objects as are designated to remain or are to be removed in accordance with other sections of these Specifications. This work shall also include the preservation from injury or defacement of all vegetation and objects designated to remain.
201.02 CONSTRUCTION:
A. GENERAL: The Engineer will establish Right Of Way lines and construction lines and designate all trees, shrubs, plants and other things to remain. The Contractor shall preserve all things designated to remain. All of the requirements of Sub-Sections 107.22, 161.04.B. and 161.04.D. shall apply to Clearing and Grubbing Operations. Stripping of grass shall not be done until grading operations are ready to commence and shall be done immediately ahead of grading.
B. CLEARING:
1. DEFINITION: Clearing consists of the removal from the Right Of Way and proper disposal of all exposed objectionable matter such as trees, brush, stumps, logs, grass, weeds, roots, decayed vegetable matter, poles, stubs, rubbish, refuse dumps, sawdust piles, loose boulders of one cubic meter or less existing outside of construction limits, and other debris resting on or protruding through the ground surface, or appearing on the Right Of Way at any time before final acceptance of The Work. Clearing also includes the removal and proper disposal of all obstructions not to be retained, such as fences, bridges, buildings, and other incidental structures within the Right OfWay unless such work or portion of such work is removed as excavation; is shown in the Proposal as a separate Pay Item; or is shown to be done by others. Items to be retained such as selected trees and shrubs are excluded.
2. OPERATION OF CLEARING: Clearing may be done by any method the Contractor elects to use provided no damage is done to property, trees, or shrubbery to be retained, in or outside of the Right Of Way. Stumps removed as part of the Clearing operations shall be removed as specified under Grubbing. Stumps which are not to be grubbed shall be cut off as specified hereinafter. Cleared materials shall be disposed of as specified in Sub-Section 201.02.E.
C. GRUBBING:
1. DEFINITION: Grubbing consists of removal from the Right of Way and proper disposal of all objectionable matter defined above under Clearing, which is embedded in the underlying soil.
130

201.02
a. OBJECTIONABLEROOTS: Objectionable roots are defined as: (1) matted trees and brush roots regardless of the size of the roots; (2) individual roots more than 20 mm in diameter; (3) individual roots more than 1 m long regardless of size; and (4) large quantities of lesser size roots present in the top 300 mm of the finished subgrade or road surface when the quantity of such roots makes them detrimental to the work as determined by the Engineer.
b. STUMPS: A stump is defined as the butt of a tree having a diameter of 100 mm or more measured 150 mm above the ground line.
c. ABANDONED OBSTRUCTIONS: Grubbing also includes the necessary removal and proper disposal of all abandoned obstructions such as sidewalks, driveways, catch basins, drop inlets, manholes, curbing, retaining walls, utilities, foundations, paved floors, underground tanks, (for removal of underground tanks see Section 215) and other structures within the Right of Way unless such work, or portions thereof, are removed as one of the excavation items; are shown in the Proposal as separate Pay Items; or are shown to be removed by others.
When these items are removed as Clearing and Grubbing, they shall be removed to the following depths:
(1) UNDER PAVEMENTS: Remove to a depth of at least 1 m below finished subgrade.
(2) BENEATH OTHER STRUCTURES: Remove to a depth of at least 1 m below the foundations of any proposed structure including installations such as guardrail posts, utility poles, and the like.
(3) ELSEWHERE IN THE RIGHT OF WAY: Remove to at least 1 m below the finished surface of slopes and shoulders, and 300 mm below natural ground outside construction lines. Abandoned structures remaining in place which may impound water, such as concrete floors, basements, catch basins, and the like, shall be thoroughly cracked or otherwise broken where they are present within 3 m of finished grade. Floors and the like shall be broken to the extent that no section exceeding one square meter remains intact.
2. OPERATION OF GRUBBING: Except as modified under Sub-Section 201.02.D., Grubbing shall be done by first removing all stumps and other objectionable matter that cannot be removed by a root rake. Stumps shall be removed to a minimum depth of 600 mm below the ground line. Areas containing objectionable roots shall then be raked to a depth of at least 150 mm below the surface. Objectionable matter still remaining shall then be removed by hand or other suitable means. When necessary, small roots (See Sub-Section 201.02.C.l.a.(4)) shall be removed to the extent that those remaining will not be detrimental to the work. After this, all stump holes shall be backfilled with a suitable material which shall be compacted to the approximate density of the
131

201.02
surrounding soil. The area shall then be harrowed with a heavy duty disc harrow, weighted and controlled so that it will penetrate and turn the ground to a depth of at least 150 mm. Objectionable matter exposed by the harrowing shall then be removed. The harrowed areas shall then be leveled with suitable blading equipment so as to leave the 'grubbed areas in a reasonably smooth and acceptable condition to facilitate the use of power mowers.
D. MODIFICATIONS OF CLEARING AND GRUBBING: Modifications of Clearing and Grubbing are as follows:
1. IN EXCAVATION AREAS:
a. LEVELING: Harrowing and leveling may be omitted.
b. FILLING STUMP HOLES: Filling stump holes may be omitted except when the bottom of any stump hole extends below the elevation of the finished subgrade. In this case the portion of each hole below subgrade elevation 'shall be fed with suitable material compacted to at least the density of the surrounding soil.
2. IN EMBANKMENT AREAS:
a. UNDER 1.4 m: Where the difference in elevation between the original ground and finished grade is 1.4 m or less, the area shall be Cleared and Grubbed without modification.
b. OVER 1.4 m: Areas covered by embankments exceeding the 1.4 m difference specified above shall be Cleared but no Grubbing will be required except the removal of unsound or decayed stumps. Stumps removed and the backfilling of stump holes shall be as specified above under Grubbing. Sound stumps left in place shall be cut off no more than 150 mm above the original ground line.
c. EMBANKMENT AREAS OVER OLD ROADS: Ditches and slopes of old roads shall be Cleared and Grubbed without modification to a depth that will remove all objectionable matter to provide a firm foundation.
3. AREAS OUTSIDE OF ROADWAY: Except as specified below, the entire Right Of Way outside construction limits shall be Cleared and Grubbed and left with a reasonably smooth and pleasing appearance, free from loose boulders and other debris that would interfere with the use of power mowers. Exceptions to the above requirements are as follows:
a. SELECTIVE CLEARING: When the Engineer directs that certain trees and plants shall be preserved, they shall be protected from all injury. Trees to be removed shall be so felled as to prevent injury to standing trees, plants, and improvements which are to be preserved.
Tree branches overhanging the roadway within 6 m of finished grade shall be cut off close to the boles in a workmanlike manner. Where this is done, other branches shall also be removed if necessary to present a balanced appearance. Scars resulting from the removal of branches shall be treated with a heavy coat of an approved asphaltic tree paint.
132

201.02
Areas adjacent to selected trees and shrubs shall be Grubbed wherever Grubbing can be done without damage to the living roots of the selected trees or shrubs.
b. SPECIAL TREATMENT AREAS: When the Plans show that certain indicated areas are to receive special treatment, the Clearing shall be done in accordance with the Plan notes for such areas.
c. STEEP SLOPES: Slopes which are too steep for use of power mowers, or are subject to excessive erosion, shall be Cleared or selectively Cleared. Grubbing shall be omitted.
d. GRASSED AREAS: If the Engineer approves, Grubbing may be omitted on reasonably large areas outside construction limits, when such areas are well covered with acceptable grasses and are smooth enough to permit satisfactory use of power mowers. All stumps, trees, and other objectionable matter that may be present shall be removed.
4. BRIDGE SITES:
a. STREAM BRIDGES: For all stream bridges, the entire Right of Way shall be Cleared completely for the full length of the proposed structure, and all stumps and brush shall be cut flush with the ground line. Ifhigh water prevents cutting stumps flush with the ground when Clearing is first done, the Engineer will direct the Contractor to make a second cutting when the water has receded. If, after the second cutting, the Engineer requires additional cuttings, the additional cuttings will be paid for as Force Account in accordance with Sub-Station 109.05. All drift shall be removed. No Grubbing will be required except as provided below. Stumps shall be removed where necessary to permit installation of rip rap, piling, piers, abutments, wing walls, and bents; and the holes shall be properly backfilled.
Care shall be taken, particularly at river and stream banks, to preserve root systems of the stumps and brush that have been cut flush with the ground line.
b. OTHER BRIDGES: For all bridges other than stream bridges, Clearing and Grubbing shall be done as specified for roadway areas, and areas outside of roadway.
E. REMOVAL AND DISPOSAL OF MATERIALS:
1. SALVAGEABLE MATERIAL:
a. MERCHANTABLE TIMBER AND BUILDINGS: The Department may give a property owner the right to remove merchantable timber or buildings from the land granted for Right Of Way, or the Department may otherwise dispose of such items, before the Contractor begins operation on the land in question. For that reason the Department does not guarantee that any merchantable timber or buildings will be on any part of the Right Of Way when the Contractor begins work. Any material salvaged by the Contractor from the removal of timber or buildings will become the property of the Contractor.
133

201.02
2. COMBUSTIBLE MATERIAL: When the Right Of Way, or any portion thereof, lies within an area where burning is restricted by a federal, state, or local code, it shall be the responsibility of the Contractor to abide by such code. Burning on the Right Of Way shall be so done as to prevent fire from spreading to adjacent areas and to prevent damage to living trees and shrubs which are to remain in place, either on or off the Right Of Way. Care shall also be taken to prevent damage to all public and private installations either within or adjacent to the Right Of Way and to traveling public. When the Right Of Way, or any portion thereof, lies within an area wherein burning is restricted by a local code, it shall be the responsibility of the Contractor to abide by such code. When necessary, the Contractor shall obtain, at his expense, suitable areas for burning or disposing of the combustible material. All such disposal areas shall be approved by the Engineer and disposed of in accordance with SubSection 201.02.E.3. When a disposal area is located on private property, the Contractor shall present to the Engineer written authority, signed by the property owner, granting the Contractor and the Department permission to use the area for the purpose intended. The disposal area shall be reclaimed in accordance with Section 160. Sawdust, when present on the Right Of Way, shall be completely removed from within the construction limits. The sawdust may be hauled to approved disposal areas in accordance with the provisions of the preceding paragraph or it may be deposited on the Right Of Way. When deposited on the Right Of Way, it shall be spread in a layer not more than 75 mm deep and then promptly mixed with the underlying soil by discing and harrowing. The harrowed surface shall be left in a smooth and acceptable condition.
3. SOLID WASTE MATERIAL: All solid waste material shall either be placed in the embankment, provided such material is satisfactory for embankment construction, or deposited in an approved solid waste disposal site.
The classification of non-regulated and regulated solid waste materials are defined by the Environmental Protection Division (EPD) of the Georgia Department of Natural Resources (GDNR) rules and regulations. The disposition of these materials shall be in accordance with the following procedures.
a. Non-regulated Solid Waste Material:
(1) Excess material defined as soil, rock, brick, concrete with and without reinforcement and cured asphalt may be placed within the Right Of Way, provided there is available room. These materials shall be placed in accordance with Section 208 and as directed by the Engineer.
(2) Common fill defined as soil, rock, brick, concrete with and without reinforcement, may be placed outside the Right Of Way,
134

201.04

provided the material is placed in uniform layers not over 1 m thick and distributed to avoid pockets. Voids shall be filled with finer material. The last layer of fill shall be covered with a minimum of 600 mm of soil. The fill shall be constructed in accordance with Section 208, except it shall be compacted to at least 90% of the maximum laboratory dry density.

(3) Materials that may be recycled or reused such as asphaltic concrete, Portland cement concrete, plastic, metal, and other materials that qualify under EPD rules and regulations may be reclaimed for sale or use by the Contractor.

b. Regulated material:

(1) Inert waste defined as organic debris such as stumps, limbs and leaves, cured asphalt disposed off the RJW, and items listed in 3.a.(2) above if not properly layered and compacted require an inert landfill permit for disposal in accordance with GDNRlEnvironmental Protection Division (EPD) rules, or, the material must be taken to a permitted solid waste landfill.

(2) Other construction/demolition and non-hazardous solid waste not specifically listed as non-regulated or regulated inert waste, such as forms, barrels, plastic, and other by-products of construction must be taken to a construction/demolition landfill or a municipal solid waste landfill, whichever is appropriate.

(3) Oils, solvents, fuels, untreated lead paint residue and other solid waste classified as hazardous waste shall be disposed of through a properly licensed hazardous waste disposal facility.

The cost of disposal of such waste shall be included in the bid price of other pay items. Removal of municipal solid waste discovered during construction or shown on the Plans shall be in accordance with Section 215.

201.03 MEASUREMENT: Clearing and Grubbing will not be measured separately for payment. The area will be considered as the full Right of Way width for the length of the Project including all slope and construction easement areas shown on the Plans.

201.04 PAYMENT: Payment for this Item, completed and accepted will be made at the Lump Sum price bid, which payment shall be full compensation for all work specified in this Section including Final Clean Up as required.

Payment will be made under: Item No. 201. Clearing and Grubbing

Lump Sum

135

202.01

SECTION 202-RANDOM CLEARING AND GRUBBING

202.01 DESCRIPTION: This Work shall consist of clearing and grubbing borrow and material pits. (See Sub-Section 107.23). It shall also include such ditch inlets, outlets, channel changes, and easement areas where clearing and grubbing are required but which were not shown on the Plans.

202.02 CONSTRUCTION: The Work to be done is the same as that described in Section 201.

202.03 MEASUREMENT:

The area of completed and accepted clearing and grubbing under this SubSection will be measured in hectares. Only the area actually cleared and grubbed as shown on the Plans or as designated by the Engineer will be measured.
No separate payment will be made for the removal of grass, weeds, debris, small underbrush, or other vegetation from cultivated lands; nor will payment be made for isolated trees or stumps. The cost of removal of such items shall be included in the price bid for other pay items.

202.04 PAYMENT: The items of Clearing and Grubbing and Clearing will be paid for at the Contract Unit Price per hectare, which shall be full compensation for all work here specified.

Payment will be made under: Item No. 202. Clearing and Grubbing Item No. 202. Clearing

per Hectare per Hectare

SECTION 204-CHANNEL EXCAVATION
204.01 DESCRIPTION: This Work shall consist of excavation and proper disposal of material of whatever nature encountered for changing, cleaning or widening waterway channels.
204.02 CONSTRUCTION: Channel Excavation shall be done to the lines, grades, typical sections and details shown on the Plans or established by The Engineer. The Work shall be coordinated with the grading, construction of drainage structures and other work on the project and shall be maintained in satisfactory condition so that adequate drainage is provided at all times. The channels shall be maintained by the Contractor until final acceptance of the Project.
Excavated material shall not be deposited within jurisdictional wetlands, either on or off the right of way. Suitable excavated material shall be utilized in construction of roadway embankments if provided for in the plans or may be, if permitted by the Engineer. All surplus excavated material, whether suitable or unsuitable for roadway embankment, shall be wasted in areas other than jurisdictional wetlands. The Engineer may permit the wasting of surplus material in flushing out slopes if ditch lines, slope stability and other features would not be impaired. Surplus material from channel excavation outside jurisdictional wetlands shall not be deposited within 1 m of the edge of the channel. Such material shall not be left in unsightly piles, but shall be

136

205.01

spread in uniform layers, neatly leveled and shaped. Adequate Openings shall be left in spoil banks to allow surface drainage of adjacent land. All the provisions pertaining to soil erosion and stre:;lm pollution are applicable to this work.

204.03 MEASUREMENT: Channel Excavation, authorized and accepted by the Engineer, will be measured in its original position by the method of average end areas. Ifthere is no Contract Unit Price for Channel Excavation in the Proposal, the material necessarily removed will be included in the measurement and payment for Roadway Excavation. In no case shall excavation for inlet ditches, outlet ditches, tail ditches, take-off, intercepting, side or berm ditches be classified as Channel Excavation. All such work shall be included in Section 205-Roadway Excavation.

204.04 PAYMENT: The quantity of Channel Excavation, measured as provided in Sub-Section 204.03 will be paid for at the Contract Unit Price per Cubic Meter. Such payment shall be full compensation for all work covered by this Section. No payment will be made for excavation beyond the authorized typical sections, grades or lengths established by the Engineer.

Payment will be made under: Item No. 204. Channel Excavation ..;

per Cubic Meter

SECTION 205-ROADWAY EXCAVATION
205.01 GENERAL: Roadway Excavation shall consist of the excavation, hauling and satisfactory placement or disposal of all materials, not otherwise to be removed under another Contract Item, from within the limits of all areas designated in the Contract.
This Work shall also include all ditch excavation with the exception of Channel Excavation.
All suitable materials excavated from ditches shall be utilized in the construction of roadway embankments except where otherwise directed by the Engineer.
Material excavated from ditches which is unsuitable for roadway construction shall not be deposited or allowed to remain within 1 m of the edge of the ditch. Such material shall not be left in unsightly piles, but shall be spread in uniform layers neatly leveled and shaped. Adequate openings shall be provided in spoil banks to allow surface drainage of adjacent land. When shown on the Plans or required by the Engineer, surface ditches of adequate dimensions shall be cut at the tops of cut slopes, extending to each end of the cuts in order to carry the water from the side hill. Side ditches or gutters emptying from cuts to embankments shall be turned outward so as to avoid erosion of the embankments. Wherever possible, water from surface ditches shall be discharged at terraces or in tail ditches cut along contour lines. Suitable outlets or flumes for roadway ditches shall be provided where necessary in accordance with details on the Plans. Surface ditches, outlets and other such ditches will be paid for as Unclassified Excavation.
137

205.01
This work shall also include the filling and/or plugging of all abandoned wells (both dug and drilled) located within the Right Of Way and Construction Easements in accordance with Georgia Standard 9031H.
This Work shall also include the removal of paving, aggregates, and ballast not to be incorporated into the new Work as a result of alignment shifts, grade changes, or other reasons whether shown on the Plans or not. It shall include the salvaging of aggregates and railroad ballast. Salvaging of the removal paving will be required only if so designated on the Plans. All salvaged materials shall become the property of the Department unless the Engineer directs that portions of, or all, such materials be wasted. Any materials not to be salvaged shall be disposed of by the Contractor. All salvaged materials shall be stockpiled on the Project unless other sites for stockpiling are shown on the Plans.
Where the removal of railroad tracks is required, Sub-Section 610.02.C. is modified to provide that all ballast shall be removed and stockpiled in the same manner as aggregates.
When excavation operations encounter artifacts of historical or archaeological significance, such operations shall be temporarily discontinued and not resumed until directed by the Engineer. See Sub-Section 107.13.A.
All excavation shall be in conformity with the lines, grades and cross sections shown on the Plans or established by the Engineer.
All material to be excavated, regardless of its nature or composition, shall be defined as Unclassified Excavation unless otherwise specified in the Plans. All suitable material removed in the excavation shall be used as far as practicable in formation of embankments, subgrades and shoulders and at such other places as may be indicated on the Plans or directed by the Engineer. The Engineer will designate materials which are unsuitable. The Contractor shall furnish disposal areas for the unsuitable and surplus materials except where the Engineer permits the use of such on fill slopes, in abandoned ditches or elsewhere, or unless specific disposal areas are shown on the Plans.
The intersection of cut slopes with natural ground surfaces, including the beginning and ending of cut slopes, shall be uniformly rounded as shown on the Plans or as directed by the Engineer. All cut slopes shall be brought to the grade and cross section shown on the Plans or established by the Engineer and finished to reasonably uniform surfaces acceptable for seeding and mulching operations.
When the Plans include a provision for Serrated Slopes, the backslope shall be graded in accordance with the Construction Detail. The template line or the final staked cross section slope line will be the pay line. There will be no additional measurement or payment for constructing Serrated Slopes.
The first serration (step) is to be started as designated on the Construction Detail, and should be level instead of paralleling the roadway grade. The tiltcontrol blade dozier shall cut steps in alternate directions as alternating steps are constructed.
When the Plans do not provide for serrated slopes, the front and back slopes shall be left in a roughened condition to provide a seed bed for temporary or permanent grassing operations.
All slides and overbreaks which occur prior to final acceptance of the Project due to natural causes shall be removed and disposed of by the
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205.03
Contractor as directed by the Engineer. Where slides or overbreaks occur due to negligence on the part of the Contractor, the Contractor shall remove and dispose of the material at no additional cost to the Department.
A percentage of the estimated quantity of earthwork, not to exceed 5% at the discretion of the Engineer, is to be withheld from progress payments until final dressing, subgrade construction and the satisfactory disposal of unsuitable or surplus materials is completed.
The retainage shall be in addition to that specified in Sub-Section 109.07.
205.02 EROSION AND SILTATION CONTROL: The Contractor shall take whatever measures necessary throughout the life of the project to control erosion, and to minimize silting of rivers, streams and impoundments. Construction of drainage facilities as well as performance of all other Construction Work which will contribute to the control of erosion and siltation shall be carried out in conjunction with earthwork operations as required by Section 16l.
205.03 ROCK EXCAVATION: Rock, wherever encountered, shall be removed and disposed of as shown on Plans or as directed by the Engineer. In a cut when rock is encountered, any flattening of the slope already begun shall be transitioned to leave the cut with a pleasing appearance.
A. PRE-SPLITTING: In order to reduce overbreakage to a minimum, the Contractor shall use the pre-splitting technique to establish a free surface or shear plane in the rock along the cut periphery or proposed break lines. The pre-splitting of a periphery plane to the depth to be excavated shall be done prior to any blasting within the limits of that particular plane. The pre-splitting shall be accomplished by drilling approximately sized holes at intervals which will ensure a neat break, to the desired depth, along the plane of the proposed cut and loading and stemming such holes with an appropriate light charge explosive and detonating simultaneously. If the depth of the cut is more than can be drilled from the top, a 450 mm offset will be allowed in the slope to begin succeeding drilling operations. The end result should be a relatively smooth shear plane as indicated in the Plans, with localized irregularities which do not exceed 600 mm behind or 300 mm in front (roadway side) of the plane surface. The Contractor will not be required to pre-split slopes flatter than 1 to 1.
B. OVERBREAKAGE: Material excavated beyond or below the cross-section shown on the Plans, or designated, shall be at the Contractor's expense except unavoidable overbreakage in solid rock. The allowable overbreakage shall be limited to a maximum of 600 mm below or outside the original template lines. Any backfill required to replace material removed below the limits specified shall be at the Contractor's expense.
C. PRECAUTIONS: See Sub-Section 107.12, Use of Explosives.
D. ROCK AND BOULDERS: All solid rock and boulders in the roadbed shall be excavated to a depth at least 300 mm below the finished subgrade elevation and the space backfilled to the correct grade with material
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205.04
suitable for subgrade. The side slopes of rock cuts shall be left with reasonably uniform faces whether the excavation is carried beyond the specified side slopes or not. All loose rock on cut slopes must be removed immediately after blasting. The sloped surfaces shall conform generally to the Typical Section shown on the Plans or to natural cleavage planes where these are compatible with the Typical Section, and they shall offer a natural safe and pleasing appearance. All stones, broken rock and boulders occurring within the construction limits and not required for other construction shall be placed in embankment slopes in so far as practicable.
205.04 UNSUITABLE MATERIAL EXCAVATION: When the Engineer determines that the existing material in areas where fills are to be placed is undesirable in its location or condition as defined in Sub-Section 208.02, the . Engineer may require the Contractor to remove the undesirable material and . backfill with the approved material, properly compacted. In cut areas where the material in place is not suitable for subgrades or shoulders, it shall be undercut to the depth shown on Plans or established by the Engineer and the undercut area backfilled with suitable material. In roadway cuts any stripping excavation of unsuitable material shall be done and the material disposed of as directed by the Engineer. Unless specifically designated on the Plans, the unsuitable material excavation will not be a separate pay item, but will be paid as Roadway Excavation-Unclassified.
205.05 OBLITERATION OF OLD ROADS:
A. DESCRIPTION: This work shall consist of the obliteration of discontinued roads or other areas inside or outside the Project construction limits as directed by the Engineer. It includes grading, scarifying, plowing and harrowing all areas to be obliterated. Any excavation other than that necessary for finishing and dressing will be paid for as Roadway Excavation-Unclassified.
B. CONSTRUCTION: After the old road is no longer needed for traffic the old ditches shall be filled and the roadway graded, so as to restore as nearly as possible the original contour of the ground, and to produce a surface of naturally rounded slopes. Where feasible, borrow required for the new roadway shall be taken from fills in the old road, and surplus and waste material from the new roadway shall be placed in cuts in the old road. Old structures, which are not required to maintain drainage flow, shall be broken down and removed or buried. All material with salvage value shall be removed and stored or used in the new construction. The area of the old surface shall be scarified, harrowed and smoothed. All disturbed areas shall be re-grassed or have a vegetative cover established in accordance with Sections 160 or 700 as applicable.
205.06 SURCHARGE REMOVAL: This Work consists of removal and proper disposal of materials placed as surcharge for consolidation or other purposes. The material removed may be wasted or used for other purposes as specified on the Plans or in the Special Provisions.
If adequate areas are not available for the disposal of any excess surcharge
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205.09
within the Right Of Way, then it shall be the Contractor's responsibility to provide other areas for disposal.
205.07 UTILIZATION OF SELECT MATERIALS: Subject to the requirements of Sub-Section 104.06, materials encountered in the excavation and determined by the Engineer as suitable for subgrade, shoulder construction, plant topsoil, blanket for fill slopes or other purposes shall be conserved and utilized as directed by the Engineer. Suitable material shall be reserved either in its original position or by stockpiling when directed by the Engineer. Upon removal ofthe material from the stockpile, payment will again be made for Roadway Excavation-Unclassified which includes all necessary hauling and placement. Wherever possible the select materials shall be hauled directly from the excavation area to the final placement area.
No materials shall be so stockpiled unless specifically directed.
205.08 FINAL FINISHING OF ROADWAY: After excavation has been completed, the entire surface of the roadbed and slopes shall be shaped to reasonably true grade alignment and cross section shown on the Plans or established by the Engineer and finished as specified in Section 209. Cut slopes in rock shall be left reasonably uniform in surface and all loose overhanging rock shall be removed. All ditches, drains and culverts constructed by the Contractor shall be opened to drain the roadway effectively. No separate payment will be made for the finishing done under the provisions of this Section, but the Work shall be included in the cost of the Roadway Excavation. The excavated areas shall be maintained in a satisfactory manner until final acceptance of the Project.
205.09 DISPOSAL OF SURPLUS MATERIAL
A. No excavated material shall be wasted until all embankment and backfill requirements have been satisfied, unless such material is designated on the Plans as "Unsuitable for embankment or backfull construction" or unless the Engineer directs that suitable material be wasted. Materials to be wasted shall be disposed of in accordance with Sub-Section 201.02.E. In general surplus material, if it is suitable, shall be used to widen embankments uniformly or to flatten fill slopes or shall be deposited in such other places for such other purposes on the Right of Way as the Engineer may direct. In no case shall such material be left in an unsightly pile which would damage the abutting property, neither shall it be deposited above the grade of the adjacent roadway unless so directed by the Engineer, nor shall the edge of a waste bank be nearer than 3 m from the top of a cut slope.
B. WASTE DISPOSAL AREAS:
1. DISPOSAL AREAS SHOWN ON PLANS: Where disposition of unsuitable material and surplus excavation material cannot be made on the Right Of Way, waste disposal areas may be shown on the Plans. Such areas mayor may not be adjacent to the Right Of Way. When shown on the Plans, Right Of Way or easement to permit disposal of the
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205.10
unsuitable or surplus material thereon will be obtained by the Department for such disposal areas. In such cases, the Plans will contain the amounts of royalties and other costs. Conditions of acquisition ofthe waste easement from the owner will also be shown.
a. PAYMENT OF ROYALTIES: In all cases where the Department has obtained waste easements, the Contractor shall make prompt payment to the owners of such waste pits all royalty costs as soon as the Engineer furnishes him measurements of the areas used. The Contractor shall also meet all other conditions that may have been agreed to with the owners and shall, before receiving final payment from the Department, submit to the Engineer a written statement signed by the owner stating that the owner has been paid in full and that all conditions agreed to, including proper draining and final cleaning up, have been fulfilled to the satisfaction of the owner. The Department will not make any separate payment to the Contractor for these costs of acquisition. Should the Contractor fail to pay the property owner within sixty days after the measurement has been furnished by the Engineer, the Department may pay directly to the property owner any amounts due and deduct same from any funds due the Contractor. This provision does not affect the obligation of the Contractor under bond, or the rights of the property owner or the Department under the bond. In case of dispute between the Contractor and the Department, the decision of the State Highway Engineer shall be final and conclusive.
When disposal areas are shown on the Plans, and the Contractor elects to use these areas, he shall comply with the terms of the option before resorting to otherareas.
2. DISPOSAL AREAS NOT SHOWN ON PLANS: Where waste disposal areas are not shown on the Plans and it is not practical for the material to be disposed of on the Right Of Way, the Contractor shall obtain suitable disposal areas at his own expense. In such cases the right to sell or otherwise dispose of the surplus material will be vested in the Contractor (See Sub-Sections 107.22 and 107.23).
3. RECLAMATION: All disposal areas shall be reclaimed in accordance with Section 160 unless specifically exempted therein.
205.10 MEASUREMENT:
A. Original cross sections will be taken by conventional methods or by photogrammetric means, or by a combination ofthese means. The Engineer will determine the methodes) and time at which the sections are to be taken for each Project.
B. The volume of Roadway Excavation-Unclassified, authorized and accepted by the Engineer, will be computed by the method of average end areas, or other acceptable means, using the original cross sections, the final cross sections, typical cross section, or approved templates. Final Cross-Section data will be obtained from conventional field
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205.11

measurements, as-built templates, photogrammetric means or a combination of these methods.
The Engineer will determine the methodes) to be used on each Project. The measurement will include overbreakage and slides in roadway excavation unless they are caused by the negligence of the Contractor. It will include the authorized excavation of rock or unsuitable material below template grade. The measurement will also include any material reexcavated from stockpiles and used in the construction as directed by the Engineer as well as surcharge removal. In no case will excavation outside of staked lines and slopes be measured for payment unless ordered or approved by the Engineer. Ditch excava.tion will be measured as specified in Sub-Section 205.10.A Filling or plugging abandoned wells will not be measured for payment but all costs shall be included in the price bid for Roadway Excavation when Item 205 is shown as a pay item. Otherwise all costs shall be included in the overall contract bid price.
The removal of paving, aggregates and ballasts shall be measured and included in the computations for roadway excavation when Section 205 is shown as a pay item unless those items are shown in the plans as a separate pay item.

205.11 PAYMENT:
Removed paving, aggregates, and ballast measured as specified herein will be paid for at the Contract Price bid per cubic meter when item 205 is shown as a pay item unless such items are shown on the plans to be paid for separately. When payment is included under Item 205 such payment shall be full compensation for removing, loading, hauling, stockpiling as designated, and for sawing pavement as required.
The quantities of excavation, measured as provided for in Sub-Section 205.10, will be paid for at the Contract Price per cubic meter for Roadway Excavation-Unclassified unless otherwise provided. The contract price shall be full compensation for the excavation, hauling, placing, and compacting the excavated material.
The price also includes pre-splitting of rock and the disposal of unsuitable or surplus materials.
Such payment shall be full compensation for excavating, shaping, disposing of unsatisfactory excavated materials and maintaining all ditches except Channel Excavation which is specified in Section 204.
The Contract prices also include constructing subgrades, shoulders, finishing and dressing and maintaining the Work until final acceptance.

Payment will be made under: Item No. 205. Unclassified Excavation

per Cubic Meter

143

206.01
SECTION 206-BORROW EXCAVATION
206.01 DESCRIPrION: The work covered by this Section consists of the excavation of material from borrow areas or pits, outside the Project Right Of Way; and the hauling and utilization of such material as required on the Plans or directed by the Engineer. The work also consists of all necessary stripping, excavation and disposal of any unsuitable material from borrow areas. (See Sub-Sections 107.22 and 107.23.)
Before resorting to borrow areas as a source of material, all material excavated from within the slope stakes which is suitable for embankment construction must either be so used or stockpiled for topping out the roadbed unless otherwise directed in writing by the Engineer.
206.02 MATERIALS: Borrow excavation shall be material approved by the Engineer as meeting the requirements for the particular use intended. Embankment materials shall meet the requirements as specified in Section 208-Embankments. Selected borrow when specified for subgrade construction or other uses shall be Class lIB3 or better unless otherwise stated in the Plans or the Proposal. Material which contains roots, stumps or other unsatisfactory material will not be acceptable.
206.03 CONSTRUCTION:
A. GENERAL: Borrow pits furnished by the Contractor shall be approved by the Engineer. Approval will be subject to the requirements of Section 106 of the National Historical Preservation Act being fulfilled. It will be the responsibility of the Department to make whatever investigations and take whatever actions that are necessary to satisfy the requirements of the Section 106 of the National Historical Preservation Act. No additional compensation will be paid to the Contractor for any delays caused by fulfilling the requirements of Section 106 or in any cost involved if the borrow pit is rejected. The provisions of Section 106 apply to all borrow pits. Except when specifically stated in the Proposal, no payment will be made for any work done to provide or improve access or haul roads to borrow pits. The cost of this work shall be included in the prices bid for Borrow Excavation. The excavation equipment and methods used in borrow pits shall be such that the various strata, pockets, or accumulations of different types of material will be excavated and used in the correct proportions and sequence to produce Borrow or Selected Borrow having the best possible gradation, stability, and other characteristics within the range specified; with the minimum waste of any of the materials; and excavated as uniformly as possible to facilitate measurement.
B. NOTIFICATIONS: The Contractor shall give the Engineer sufficient advance notice in order that the investigations and actions required in Sub-Section 206.03.A can be made and the necessary measurements and staking can be performed.
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206.05
No work shall be performed in the borrow pit until approved by the Engineer as to Environmental considerations and material acceptability. Any work in the pit prior to these approvals may be cause for rejection of the borrow pit. No payment will be made for any work performed or for any materials removed before the pits have been investigated, cross sectioned and staked, and the Contractor has been so notified.
C. CLEARING AND GRUBBING: Borrow pits shall be Cleared and Grubbed as necessary before borrow material is removed as specified in Section 106 and in Section 202.
D. DRAINAGE OF PITS: Borrow excavation shall be done in such a manner as to prevent water from standing in the pits unless the Engineer determines that it is not practical to drain the pit. Slopes shall be left in a neat and presentable condition and the bottom of the excavated area shall be machine sloped to smooth the surfaces suitable for revegetation. Ditch excavation to drain borrow pits will not be measured for payment. This Work shall be included in the bid Price for Borrow Excavation.
E. WASTE MATERIAL: All stone, broken rock, boulders and other material found in the borrow pits, any of which is not suitable for use in embankments or other work, shall be disposed of by the Contractor at no additional expense to the Department in a manner satisfactory to the Engineer. Piles of unsightly material shall not be left in pits with or without the consent of the property owner. Waste materials shall be disposed of in accordance with Sub-Section 201.02.E.
F. RECLAMATION: All borrow pits or waste disposal areas shall be left in a neat and presentable condition and shall be reclaimed in accordance with Section 160 unless specifically exempted. Wherever practical, boundary slopes of areas to be reclaimed shall be graded to 3:1 slopes or flatter.
206.04 MEASUREMENT: The quantity of Borrow and Selected Borrow to be paid for under this Section will be measured in its original position by the method of average end areas, or other acceptable means, except selected borrow which may be measured by volume of the hauling vehicle in accordance with Section 109 when so designated on the Plans. No measurement for payment will be made of any material excavated before the pit has been crosssectioned and staked by the Engineer. Materials which are excavated for use in maintaining the work will not be measured for payment. Original and final cross sections will be taken by either conventional field or photogrammetric methods, as determined by the Engineer.
Unsuitable material excavated from the borrow area and not used on the roadway shall not be measured for payment.
206.05 PAYMENT: The quantities of Borrow and Selected Borrow, measured as provided for in Sub-Section 206.04 will be paid for at the Contract Price per cubic meter which shall be full compensation for excavating, hauling, placing and compacting the material in accordance with the Plans and Specifications, and for draining and dressing the Borrow area.
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207.01

If the Borrow Material is to be furnished at no cost to the Contractor, the Bid Item will be "Borrow Excavation."
If the Contractor must pay a royalty for material shown on the Plans as a possible source of Borrow, or if the Contractor elects or is required to furnish the source ofBorrow, the Bid Item will be "Borrow Excavation Including Materia!."
The same criteria shall apply to selected Borrow.

Payment will be made under: Item No. 206. Borrow Excavation Item No. 206. Borrow Excavation, Including Material Item No. 206. Selected Borrow Excavation Item No. 206. Selected Borrow Excavation, Including Material

per Cubic Meter per Cubic Meter per Cubic Meter per Cubic Meter

SECTION 207-EXCAVATION AND BACKFILL FOR MINOR STRUCTURES

207.01 DESCRIPTION: This work shall consist of the excavation and backfill, or disposal, of all materials required for the installation of bridge culvert, box culvert, pipe, arch culvert, headwall and retaining wall structures in accordance with the Specifications and the details shown on the Plans or established by the Engineer.

207.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Foundation Backfill Material- Type I Foundation Backfill Material- Type II Imperfect Trench Backfill Material- Type III

812.01 812.02 812.03

207.03 LOCATIONS AND ELEVATIONS: The locations and elevations of structures shown on the Plans are approximate. Final locations and elevations will be determined by the Engineer.

207.04 EXCAVATION: The Engineer will determine the minimum requirements for length and depth of excavation for each structure. Necessary sheeting and bracing shall be installed by the Contractor without additional compensation. Except for concrete or masonry structures, wherein the entire structure rests on solid rock, all excavation through rock or boulder formations shall be extended to at least 300 mm below the bottom of the structure and then backfilled with Type I or Type II material to the proper subgrade elevation.
When pipe lines are on steep gradients, excavation and the placement of pipe on a new embankment may be done in increments as the embankment construction progresses.
Where existing paved areas are to be retained, all cutting of surfaces at structure trenches shall be done in such a manner as to prevent damage to the adjacent pavement. Pavements shall be sawed to a sufficient depth to ensure straight line breakage at the edges.

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207.05
Where Excavation for Imperfect Trench is required, the width, depth and vertical walls of the trench shall conform to Plan details and dimensions within an allowable tolerance of 50 mm. Surplus and unsuitable materials shall be disposed of as directed by the Engineer.
Material excavated shall be considered Unclassified Excavation and all of the provisions of Section 205 shall govern except there will be no payment for Excavation for Minor Structures.
All cost of fulfilling these requirements shall be included in the Price Bid for the pipe.
207.05 BACKFILL: Backfill Materials meeting these Specifications shall be obtained from sources approved by the Engineer.
A. FOUNDATION BACKFILL MATERIALS, TYPES I AND II: These materials will be used as shown on the Plans or as directed by the Engineer. In general, Type I Material will be used in reasonably dry structure trenches, and Type II Material will be used in trenches where wet conditions are encountered. When permitted by the Engineer, Type I Material may be used as a finishing course for Type II Material. All areas of excavation beyond specified limits shall be backfilled with the same type of material required for the adjacent area, but such excess backfill material will not be measured for payment. Type I and Type II Backfill Material shall be placed in layers of not more than 150 mm loose. Each layer shall be compacted as follows: Type I Backfill Material: Compact to 95 percent of the theoretical dry density determined by GDT 7. Type II Backfill Material: Compact to a satisfactory uniform density as directed by the Engineer.
B. Imperfect Trench Backfill Material, Type III: This material will be placed as loose uncompacted backfill over pipe structures, as shown on the Plans where Imperfect Trench Backfill is specified.
C. NORMAL BACKFILL: Unless otherwise specified, normal backfill material shall meet the requirements of Sub-Section 810.01, Class I or II. Placement and compaction shall meet the applicable requirements of Section 208 except as follows:
1. No rock more than 100 mm in any diameter shall be placed within 600 mm of any drainage structure.
2. Backfill behind retaining walls, unless otherwise specified, shall be pervious material and meet the requirements of Case I or Case II as follows:
CASE I. Case I refers to backfills for retaining walls required for the support of roadbeds and parking areas, in which case the backfill shall conform to requirements of Section 208, except that no rock more than 100 mm in any diameter shall be placed within 600 mm of the retaining wall or finished surface.
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207.06
CASE II. Backfills for retaining walls which do not support roadbeds or parking areas shall conform to requirements of Case I above, except that the backfill shall be compacted to the density of the adjacent soil.
207.06 PAVEMENT REPLACED: Where adjacent pavements are to be retained, pavement removed at structure trenches shall be replaced in kind, or when approved, with equal or better material. After backfilling, the Contractor shall maintain a smooth riding surface until the repaving is completed.
207.07 MEASUREMENT:
A. EXCAVATION: Excavation for minor structures, including undercut for backfill materials as shown on the Plans, will not be measured for payment. Excavation for Imperfect Trench will be required at locations specified in the Plans but will not be measured for payment. No measurement will be made for the removal of water, nor for removal of material from any area required to be reexcavated, nor for the excavation and backfill of temporary drainage ditches.
B. EXTRA DEPTH EXCAVATION: Excavation required by the Engineer to be made below the original Plan elevation of the bottom of the footing or the flow line of a culvert pipe will not be measured for payment so long as the extra depth of excavation for an individual structure does not exceed 1 m. If the Engineer relocates the structure and/or orders the elevation of the bottom of the footing or the flow line of the pipe to be lowered or undercut more than 1 m, the extra depth excavation below the 1 m limitation will be compensated for in accordance with Sub-Sections 104.04 and Sub-Sections 109.05. Extra depth excavation made necessary either directly or indirectly by the negligence of the Contractor shall not be measured for payment. The width of extra depth excavation will be the diameter of the pipe or the width of the footing plus 600 mm. The length will be the length of that portion of the structure that is lowered more than 1 m below Plan elevation.
C. BACKFILL MATERIALS, TYPES I, II and III:
1. TYPES I and II: These materials, in place and accepted, will be measured in cubic meters compacted. Lateral measurements shall be confined to an area bounded by vertical planes lying not more than 300 mm outside of, and parallel to, the limits of the structure. Measurements of length and depth shall be confined to such dimensions of compacted material in place as specified by the Engineer. Materials placed outside the above limitations will not be measured for payment.
2. TYPE III: Type III Material will be measured in cubic meters complete in place and accepted. Lateral measurements of Type III Material shall be confined to an area bounded by vertical planes lying directly above the outside walls of the structure. Longitudinal measurements shall be confined to the length of treatment installed as specified, and measurements of depth shall be the dimensions shown on the Plans or as directed.
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208.02

D.NORMAL BACKFILL: This Item will not be measured separately, but will be included in the measurement of the Items of excavation from which normal backfill materials are obtained.

207.08 PAYMENT:
A. EXCAVATION FOR MINOR STRUCTURES: This Item will not be paid for separately except as provided in Sub-Section 207.07.B.

B. SHEETING AND BRACING: Sheeting and bracing will not be paid for separately unless such materials are left in place at the written direction of the Engineer, in which case the Contractor will be paid for such material at invoice cost plus 10 percent.

C. BACKFILL MATERIALS: Backfill Material Type I, measured as shown in Sub-Section 207.07.C.1. shall be included in the quantity for, and will be paid for under Section 205 as Unclassified Excavation or Section 206 Borrow Excavation. Types II and III will be paid for separately at the Contract Unit Price per cubic meter, which payment shall be full compensation for furnishing the materials from sources inside or outside the Right of Way; for loading, unloading, hauling, handling, placing and compacting as required.

D. NORMAL BACKFILL: No direct payment will be made for this Item. Payment will be made at the Unit Price bid for the applicable excavation item from which the normal backfill materials are obtained.

Payment will be made under:

Item No. 207. Foundation Backfill Material, Type II

per Cubic Meter

Item No. 207, Imperfect Trench Backfill Material, Type III per Cubic Meter

SECTION 208-EMBANKMENTS
208.01 DESCRIPTION: The Work covered by this Section consists of placing embankments, backfilling structures and constructing earth berms and surcharges with suitable material excavated under Sections 204, 205, 206 and 207 of these Specifications. The work is to be completed in conformity with the lines, grades and typical cross sections shown on the Plans or established by the Engineer. Included shall be the preparation of the areas including backfilling stump holes and correcting surface irregularities, upon which the embankment is to be constructed: the formation, compaction and maintenance of the embankment; and the placing and compaction of approved material where unsuitable material has been removed. Payment for this work shall be included in other appropriate pay items except where a specific pay item is set up in the Contract. All of the provisions of Section 161 apply to the work in this Section. Shoulder Construction shall be performed in accordance with Section 216.
208.02 MATERIALS: Classes of Embankment Material are defined in Sections 810 and 811. The material actually incorporated into the roadway will be subject to the following limitations:
A. EMBANKM:ENT MATERIAL: Embankment material shall be Class I, II, III, V or VI except as noted below:

149

208.02 1. INUNDATED EMBANKMENTS: Materials for construction of embankments through reservoirs will have the required gradation and other characteristics contained in a Special Provision in the Proposal. 2. INTERMITTENTLY INUNDATED EMBANKMENTS: Embankments subject only to intermittent inundation may be built of any material suitable for embankment. 3. EMBANKMENTS AT STRUCTURES: Embankment materials placed within 3 m of any bridge structure shall be Class I or II and shall contain no rock larger than 75 mm in any diameter.
B. ROCK EMBANKMENT: Rock Embankment as indicated on the Plans shall meet the requirements of Section 811 unless otherwise specified on the Plans or in the Special Provisions.
C. IN PLACE EMBANKMENT: In Place Embankment shall be constructed with Class I, II, III, V or VI material.
D. The backfill material furnished and stockpiled by the Roadway Contractor shall be Class I, or Class II as defined in Sub-Section 810.01.
E. POND SAND EMBANKMENT: Pond sand meeting the requirements of Section 813 of the Standard Specifications may be used as embankment material subject to the following limitations:
1. Approval of pond sand will be on a stockpile basis only.
2. Pond Sand will not be approved for Type I or Normal Backfill materials, or backfill for mechanically stabilized walls.
3. Pond sand, when used as fill, shall be encapsulated with 600 mm of soil on the slopes and 1 m of soil on top.
4. Use of pond sand is further restricted from sidehill fills or fill widenings where any of the following conditions exist:
a. The proposed fill slope is steeper than 2:1.
b. The thickness of the porposed fill, as measured perpendicularly from the new fill line to the existing ground slope/fill slope, is less than 2 m (including 600 mm of soil cover) at its least thickness.
c. The fill height exceeds 9 m.
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208.03
208.03 CONSTRUCTION:
A. BENCHING EXCAVATION FOR EMBANKMENT:
This work consists of excavating material necessary for the formation of benches in the existing ground beneath proposed embankments in order to increase the bond between the existing ground and the proposed embankment. This Work is required where embankments are to be placed on hillsides or to be placed against existing embankments and will be so indicated on the Plans. The benches shall be approximately 3.7 m in width unless otherwise shown on the Plans. All of the material removed in the excavation shall be used as far as practicable in the embankments. No additional payment will be made for this work.
B. EMBANKMENTS:
1. PREPARATION FOR EMBANKMENTS: Embankment Construction shall not be started until clearing and grubbing for the embankment area is completed as specified in Section 201.
a. DEPRESSIONS AND UNDERCUT AREAS: All depressions below the ground surface and areas undercut to remove unsuitable or unstable material shall be filled to the ground surface with suitable material and compacted in accordance with Sub-Section 208.03.B.l.C before construction of the embankment is begun.
b. SCARIFICATION AND OTHER PREPARATION: Except in inundated areas, the entire area upon which the embankment is to be placed shall be plowed and scarified to a depth of at least 150 mm. Before the embankment is placed, all loosened soil shall be recompacted to the approximate density of the underlying soil. Where required benches shall be cut as specified in Sub-Section 208.03.A.
c. COMPACTION UNDER SHALLOW FILLS: Where the depth of fill and surfacing is 1 m or less, the original ground shall be compacted a minimum of 300 mm deep to at least 95 percent of the maximum laboratory dry density as determined from representative samples of the material being compacted by GDT 7, 24, or 67, whichever is applicable. In-place density of the compacted fill will be determined in accordance with GDT 20, 21, or 59, whichever is applicable.
d. Embankments Over Existing Roads, Parking Areas, Floors, etc.
(1) UNPAVED ROADS AND FLEXIBLE PAVEMENTS: All portions of existing unpaved roads, flexible pavements and the like, shall be thoroughly plowed or scarified and cleavage planes shall be destroyed before the embankment is placed.
(2) RIGID PAVEMENTS AND SURFACES: If the new embankment is not to be more than 1 m, all ofthe old pavement with rigid surfaces shall be removed. Rigid pavements remaining in place which are within 3 m of finished grade shall be broken to the extent that no section exceeding 1 m2 remains intact.
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2. EMBANKMENT FORMATION:
a. LAYER CONSTRUCTION: Except as noted in Sub-Section 208.03.B.2.d., the embankments shall be constructed in parallel layers. The material shall be deposited and spread in uniform, horizontal layers not more than 200 mm thick, loose measurement, for the full width of the cross section where practicable, and these layers shall be kept uniform by the use of motor graders, bulldozers or other approved equipment.
b. MOISTURE CONTENT: Each layer shall be compacted within the range of optimum moisture content proper to permit the compaction specified below. Successive layers shall not be constructed on previous layers that exhibit excessive pumping under construction equipment regardless of compaction. Material containing too much moisture shall be dried to the moisture content necessary to obtain stability and compaction. If the material is too dry, water shall be added and uniformly mixed with the soil to the extent necessary to obtain stability and compaction. Water added to the material under this requirement will not be measured for payment but will be considered incidental to the satisfactory completion ofthe Work.
c. DEGREE OF COMPACTION:
(1) Embankment at bridge structures shall be compacted to at least 100 percent of the maximum laboratory dry density for the full depth of the embankment, beginning at the toe of the slope and extending 30 m from the end of the bridge.
(2) Embankment other than at bridge structures shall be compacted to at least 95% of the maximum laboratory dry density, to within 300 mm of the top of the embankment. The top 300 mm of the embankment shall be compacted to at least 100% of the maximum laboratory dry density. In the event grading and paving are let in separate contracts, the top 150 mm shall be recompacted to at least 100% of the maximum laboratory density by the paving Contractor.
(3) The maximum laboratory dry density will be determined from representative samples of the material being compacted by GDT 7, 24, or 67, whichever is applicable. In-place density of the compacted fill will be determined in accordance with GDT 20, 21, or 59, whichever is applicable.
d. SPECIAL CONDITIONS: Layers shall be built as nearly parallel as practicable, but in certain cases at ends of embankments steeper slopes may be permitted by the Engineer. In swamp or inundated areas which will not support the equipment, the lower part of the fill may be built by dumping successive loads in layers no thicker than necessary to support the hauling equipment. The remainder of such fills shall then be built in layers and compacted as specified above.
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208.03
e. EMBANKMENTS AT STRUCTURES: Embankments over and around pipes, culverts, arches, bridges and other structures shall be Class I or II material in accordance with Sub-Section 810.01, and shall be compacted as specified in Sub-Section 208.03.B.2.c. The specified material shall be placed on both sides of bridge structures for a distance of at least 3 m. No rock more than 100 mm in any diameter shall be placed within 600 mm of any drainage structure. Before any traffic is allowed over any structure the Contractor shall provide sufficient depth to adequately protect the structure from damage or displacement.
f. METHOD OF HANDLING CLASSES OF SOILS:
(1) CLASS II-B-3 AND BETTER SOILS: These soils shall be distributed in 200 mm uniform layers over the entire width of the embankment and compacted. When available in sufficient quantities, these soils should be used in the top 300 mm of the roadbed and may be reserved for this purpose when the Engineer so directs.
(2) CLASS II-B-4 SOILS: These soils shall be distributed in 200 mm layers over the entire width of the embankment and compacted. They should not be used in the top 300 mm of the roadbed without the addition of a stabilizing agent.
(3) CLASS III SOILS: These soils are not to be used in embankments except where it is shown on the Plans or ordered by the Engineer. If they are used, they shall be placed in the same manner as Class II-B4 soils. Class III-C-4, chert clay soils in District 6 having less than 55% passing the 2.00 mm sieve may be considered suitable for subgrade.
(4) CLASS IV SOILS: These soils shall not be used in embankments and shall be wasted. When so designated on the Plans, or directed by the Engineer, these soils may be stockpiled and later used for blanketing fill slopes.
(5) CLASS V SOILS: These soils shall be placed in the same manner as Class II-B-4 Soils, if possible. Large particles, if there are any, shall be pulverized until the proper compaction can be obtained.
(6) CLASS VI ROCK: Rock shall be placed in uniform layers not over 1 m thick, and distributed over the embankments to avoid pockets. Voids shall be filled with finer material. No rock more than 150 mm in any diameter shall be placed within 1 m of the finished surface of the embankment. No rock more than 150 mm in any diameter shall be placed within 600 mm of the outer limits of any proposed posts, utility poles, and the like. At bridge end bents, no rock shall be placed within 3 m ofpile locations.
(7) ALL CLASSES: Mixtures of the above classes together with random material such as rock, gravel, sand, cinders, slag, and broken-up pavement shall be placed so that coarse particles are dumped near the
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208.03
outer slopes and finer particles near the center of the roadway and a gradual transition effected from the center to the outside. If some of the material is too large to place in 200 mm layers, it shall be treated as rock, above, or broken down so that it can be placed in 200 mm layers.
3. EMBANKMENT CONSOLIDATION AT BRIDGE ENDS: When a waiting period is required by the Plans or by Special Provision, end fills at bridges shall be in place a sufficient time such that consolidation readings indicate that both the fill and the natural ground have reached the desired degree of stability. During this period of consolidation, construction of all or portions of a bridge will be delayed as shown on the Plans or as required by the Special Provision. The estimated period of time required to reach the desired consolidation will be shown on the Plans or in the Special Provisions. This waiting period may be extended or shortened at the Engineer's option based upon an appraisal of settlement readings taken on points placed in the fills. It is hereby stipulated and agreed that the extending or shortening of an estimated waiting period will not constitute a valid claim for extra compensation. The extending of an estimated waiting period may however, be sufficient reason for increasing the Contract Time. When the Contract is on a Calendar Day or Completion Date basis, the time increase will be equal to the maximum number of calendar days involved in the extension. In the event such a time extension causes additional delay due to seasonal changes, the Engineer may, at his discretion, recompute the time extension on an Available Day basis. When the Contract is on an Available Day basis, the time increase will be equal to the greatest number of available days involved in the extension. When time charges on separate Bridge Contracts are controlled by a Special Provision setting forth the proposed availability of bridge sites, the extension of a particular estimated waiting period shall be construed as controlling the availability of that bridge site only, and time charges will be adjusted in accordance with the requirements of the Special Provision.
Unless otherwise shown on the Plans, the embankment at bridge ends shall be made full depth to the subgrade template (except for the stage construction providing a bench for the end bent), and thoroughly compacted as provided herein prior to the driving of a piling at bridge ends. The minimum acceptable length of completed full-depth embankment shall equal the maximum width of fill between slope stakes at the particular end of bridge. This minimum length of fulldepth embankment will be measured along the roadway center line away from the end-of-bridge station.
C. IN PLACE EMBANKMENT:
1. The Contractor may elect to construct all or any part of an embankment designated on the Plans and in the Proposal as "In Place Embankment" by hydraulic methods or by conventional dry land construction methods
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208.03
using material obtained for the construction limits within the Right Of Way or from borrow pits. Regardless of the method of construction, the entire embankment will be measured for payment and paid for as In Place Embankment.
When conventional dry land construction methods are used, embankments shall be built in accordance with all applicable SubSections of Section 208.
2. In the construction of In Place Embankments, the Contractor shall furnish equipment suitable for the method chosen and adequate to ensure completion of The Work. All equipment shall be subject to approval by the Engineer. The use of baffles for construction will be permitted so long as the slopes of the embankments are not steeper than those indicated on the Plans. Excess material placed outside the prescribed slopes may be used for the purpose of raising the fill. Openings shall be left in the embankments at the bridge site as indicated on the Plans. All material which is allowed to invade these openings or existing channels shall be dredged by the Contractor at no additional expense to the Department to provide the same depth of channel at mean low water as existed before the construction of the embankment. No material shall be excavated or dredged within 150 m of the toe of the proposed embankment or of existing structures, unless otherwise shown on the Plans. In Place Embankment placed in areas previously excavated below the ground line shall be placed in a uniform mass beginning at one end of the excavated area and continuing to the other end ofthe operation to avoid the formation of muck cores in the embankment. This embankment shall begin at the farthest points along the roadway from the bridge ends and progress to the end of the excavation area that will be made beyond the toe of slope of endrolls at bridge ends. All timber used for temporary bulkheads or baffles shall be removed from the embankment and the holes thus formed shall be filled and thoroughly compacted.
3. MAINTENANCE: The Contractor shall maintain the embankment at grade until it has been finally completed and accepted. The Contractor will be responsible for slides, washouts, settlement, subsidence or any mishap to The Work while under construction. The Contractor shall be responsible for the stability of all constructed embankment and shall replace all portions which from any cause may have become displaced before final completion and acceptance of the entire Contract. The Contractor shall also be responsible for ensuring that all excess materials, including fill, detours and erosion deposits which have been placed outside the prescribed slopes in wetland areas, be removed and disposed of in an acceptable manner.
4. PERMITS: The Contractor shall obtain, at no additional expense to the Department, all necessary permits, licenses, or other required authorization, from the appropriate authorities to operate dredges and
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other floating equipment in waters under their jurisdiction, unless otherwise provided for in the Contract.
5. EROSION CONTROL: In addition to the provisions of Section 161, the Plans or Special Provisions may specify additional erosion, siltation and pollution control measures.
D. ROCK EMBANKMENT: This work consists of furnishing the materials either from the roadway excavation or other sources, hauling and the placing of Rock Embankment, with materials meeting the requirements of Sub-Section 208.02.B., as shown on the Plans or directed by the Engineer. The rock shall be placed in uniform layers not over 1 m thick distributed over the embankment to avoid pockets. Voids shall be filled with rock fines. No rock greater than 150 mm in any diameter shall be placed within 1 m of finished grade of the embankment, or within 600 mm of any structure. At bridge end bents, no rock shall be placed within 3 m of pile locations. Rock Embankment and any adjoining earth embankment shall be constructed concurrently with neither being more than 1.2 m higher than the other at any time.
208.04 FINAL FINISHING: After all the embankment has been completed, the entire surface of the roadbed and the slopes shall be shaped to reasonably true grade and cross sections as shown on the Plans or established by the Engineer. All ditches, channels, and drainage structures, both existing and those constructed or extended by the Contractor, shall be opened to drain the roadway effectively. The embankment areas shall be maintained in a satisfactory manner until Final Acceptance ofthe Project.
208.05 MEASUREMENT: Except as provided herein there will be no measurement for payment for The Work covered by this Section.
The quantity of In Place Embankment or Rock Embankment to be paid for in place and accepted will be computed by the average end area method. The Cross-Section area for the calculation shall be the neat area of the CrossSection shown on the Plans above the original ground line determined before the placing of the material in the embankment. The original ground line will be determined by conventional field or photogrammetric methods. No deductions for the volume of culverts, manholes and the like will be made.
Where work includes excavation of unstable materials below the ground line, the volume of embankment required for backfill below the ground line shall be calculated by the average end area method. The length for computation shall be actual length of the area along the roadway excavated. Cross-section areas for the calculation shall be the neat line measurement for the cross-section shown on the Plans or established by the Engineer. The Contractor will in no case be paid for material allowed to run out of the embankment on a flatter slope than indicated on the cross-section. The Contractor shall be responsible for estimating the quantity of material actually required to obtain the pay section shown by the cross-section of the embankment. Where permitted by the Engineer or required by the Plans, material removed from the existing roadbed, special ditches, berm ditche.s or
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from dry land borrow pits and used in making embankment shall be paid for as In Place Embankment regardless of the method of excavation.

208.06 PAYMENT: Except as provided herein, there will be no separate payment for placing embankments, backfilling structures, constructing earth berms and surcharges.

Payment will be included at the Contract Unit Price for the items covered by Sections 204, 205 and 206 which prices shall be full compensation for The Work covered by this Section.

The Unit Prices bid per cubic meter for In Place and Rock Embankments when included as Contract bid items will be full compensation for furnishing suitable material, hauling, placing, compacting, finishing and dressing in accordance with these Specifications or as directed by the Engineer.

Payment will be made under: Item No. 208. In Place Embankment Item No. 208. Rock Embankment

per Cubic Meter per Cubic Meter

SECTION 209-SUBGRADE CONSTRUCTION

209.01 DESCRIPTION: This Work shall consist of placing, mixing, compacting and shaping the top 150 mm, or to the Plan indicated thickness, of the roadbed in both excavation and embankment areas. This work also includes Subgrade Stabilization, Select Material Subgrade and Shoulder Stabilization.

209.02 MATERIALS:

A. SUBGRADE MATERIALS: The source of material for subgrade will normally be shown on the Plans. If not shown, the Engineer will determine any action to be taken in accordance with the Standard Specifications, or implement a Supplemental Agreement, as required, in order to ensure a satisfactory subgrade.

B. SUBGRADE STABILIZER MATERIALS:

Type I Stabilizer Aggregate Type II Stabilizer Aggregate Class II-B-3 or Better Soil Type III Stabilizer Aggregate Type IV Stabilizer Sand

803.01 803.02 810.01 803.03 803.04

C. SELECT MATERIAL SUBGRADE

Class II-B-3 or Better Soil

810

Graded Aggregate

815

D. Shoulder Stabilization

803.02, Type II

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209.03
209.03 CONSTRUCTION:
A. SUBGRADE CONSTRUCTION: The entire surface of the in-place subgrade shall be plowed, harrowed and mixed to a depth of at least 150 mm. After the material has been thoroughly mixed, the subgrade shall be brought to Plan line and grade and compacted to 100% of the maximum laboratory dry density unless the subgrade is to be stabilized, in which case the density requirement will not apply at this stage; or unless a subsequent Contract provides for base construction. In the latter case, mixing will be eliminated and the in-place subgrade compacted to 95% of the laboratory maximum dry density. Prior to placing any subsequent layers of base and paving materials, the subgrade shall have sufficient stability to support construction equipment without excessive movement regardless of compaction. Areas of subgrade that are unstable shall be reworked to a moisture content that will provide stability and compaction. The engineer may direct the contractor to proof roll the subgrade with a loaded dump truck. The laboratory maximum dry density will be determined from representative samples of the material being compacted by GDT Test Method Nos. 7,24, or 67 as applicable. In-place density of the compacted subgrade will be determined in accordance with GDT 20, 21, or 59 as applicable. Compaction of the subgrade will be accomplished by the use of a sheepsfoot roller. In areas where the subgrade soils are predominantly sands, the Engineer may permit the use of vibratory rollers.
B. SUBGRADE STABILIZATION: This work shall consist of constructing a stabilized subgrade in accordance with Plans or as directed. The Engineerwill determine the amount of subgrade material which will be displaced by the aggregate or selected material. In cut sections requiring stabilization, that amount of material shall be undercut and disposed of as directed by the Engineer. In fill sections requiring stabilization, that amount of material shall be left off the subgrade. One of the materials specified in Sub-Section 209.02.B. shall be placed on the subgrade in the amount specified on the Plans or established by the Engineer. The material shall then be thoroughly incorporated into the existing subgrade to a depth of 150 mm, or as indicated on the Plans, by plowing, disking, harrowing, blading and then mixing with rotary tillers until the mixed materials are uniform and homogeneous throughout the depth to be stabilized. The stabilized subgrade shall then be finished to the Plan line, grade and cross-section and compacted to 100% of the maximum laboratory dry density as defined in Sub-Section 209.03.A. As an alternative to the mixed-in-place method, plant mixing will be permitted. In undercut areas where Type III Stabilizer Aggregates are specified, the mixing and scarifying operation will be eliminated prior to compaction unless otherwise specified by the Engineer.
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209.04
C. SELECT MATERIALS SUBGRADE: This work consists of placing a uniform blanket of Select Material which shall consist of Class I or II soil or Graded Aggregate on the prepared subgrade, in accordance with Plan dimensions, or as directed, then finished and compacted in accordance with Sub-Section 209.03.A The Select Material used may be obtained from materials reserved from the grading and/or borrow operations. If such material is not available, it shall be furnished by the Contractor and measured and paid for in accordance with Sub-Sections 209.04 and 209.05.
D. SHOULDER STABILIZATION: The Stabilizer Aggregate shall be spread at the rate and to the dimensions indicated on the Plans, then thoroughly mixed with the in-place shoulder material to the Plan depth. The area shall be thoroughly compacted and finished to Plan dimensions. The stabilized area shall then be primed in accordance with Section 412 when a paving course is required on the shoulders.
E. FINISHING SUBGRADE: When either Subgrade Stabilization, Select Material Subgrade or Stabilization for Shoulders is required, the underlying subgrade both in cuts and fills shall be left low enough to accommodate the additional material. In curb and gutter areas, short test sections may be necessary in order to obtain the proper elevation. The surface of the completed Subgrade shall be bladed to a smooth and uniform texture. The centerline profile shall conform to the established elevations with an acceptable tolerance of 13 mm. The acceptable tolerance under a template conforming to the designated cross-section shall be 6 mm. The maximum dry density and the test methods shall be in accordance with Sub-Section 209.03.A. When base construction is not in the same Contract, the above noted tolerances may be 25 mm, 13 mm, and 95% respectively.
F. No separate payment will be made for finishing Subgrade except as noted below.
209.04 MEASUREMENT:
A. SUBGRADE CONSTRUCTION AND FINISHING SUBGRADE: No separate measurement for payment will be made for the work described in this section.
B. SUBGRADE STABILIZATION: If none of the existing Roadway Excavation and/or Borrow materials are suitable and available for stabilizing the subgrade, the specified quantity of Stabilizer Materials as defined in Sub-Section 209.02.B., will be measured by the megagram or cubic meter or square meter of the specified thickness.
C. SELECT MATERIAL SUBGRADE: Where Roadway Excavation and/or Borrow Materials are not available or suitable for this Item, Select Materials conforming to the requirements of Sub-Section 209.02.C. will be
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measured for payment by the cubic meter in the hauling vehicle or per megagram in accordance with Sub-Section 109.01, or by the square meter of the specified thickness.

D. SHOULDER STABILIZATION: Will be measured by the cubic meter or megagram as specified in Sub-Section 209.04.B.

209.05 PAYMENT:

A. There will be no separate payment for Subgrade Construction or for finishing Subgrade.

B. Subgrade Stabilization complete and accepted, measured in accordance with Sub-Section 209.04.B. will be paid for at the Contract Unit Price for stabilizing materials per cubic meter or per megagram or per square meter. Such price shall be full compensation for furnishing the materials, hauling, placing, mixing, compacting and finishing the stabilized subgrade.

C. SELECT MATERIAL SUBGRADE: Complete and accepted, measured in accordance with Sub-Section 209.04.C. will be paid for at the Contract Unit Price per cubic meter or per megagram or per square meter. Such price shall be full compensation for furnishing the material where required, all hauling, placing, mixing, compacting and finishing the Select Material Subgrade.

D. SHOULDER STABILIZATION: This Item, measured as specified in SubSection 209.04.B. will be paid for as specified in Sub-Section 209.05.B. Subgrade Stabilization, and shall also include furnishing and applying Bituminous Prime.

Payment will be made under:

Item No. 209. Stabilizer Materials (Class). (Type),

(Thickness).. per Megagram or per Cubic Meter or per Square Meter

Item No. 209. Select Material Subgrade (Class), (Type).

CThicknessL

per Megagram or Cubic Meter or Square Meter

Item No. 209. Stabilizer Aggregate for

Shoulders

per Megagram or per Cubic Meter

SECTION 21o-GRADING COMPLETE
210.01 DESCRIPTION: This work shall consist of the excavation of all materials of whatever nature including undesirable material (removal and replacement) and borrow if required; all necessary hauling; formation of embankments; shoulder construction; subgrade construction; ditch excavation; finishing and dressing and disposal of any undesirable or surplus material. It shall include all necessary clearing and grubbing, in accordance with Sections 201 and 202, required to complete the work unless these items have been established as pay items in the Contract. It shall also include the removal and disposal of miscellaneous roadway items, including but not limited to curbs, drainage structures and pavements, unless established as separate contract
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items. The completed grading work shall conform to the horizontal and vertical alignment and typical cross sections shown on the Plans or as directed by the Engineer.
210.02 MATERIALS: The materials required for the grading construction shall conform to the requirements of Section 204, 205, 206, 207,208 and 209.
210.03 CONSTRUCTION: The construction shall be done using equipment approved by the Engineer, which will not damage base, pavement or other appurtenances which are to be retained. The Work shall be done in accordance with the appropriate portions of Sections 201, 202, 204, 205, 206, 207, 208 and 209 of these Specifications.
Prior to placing any base material, the subgrade shall be finished in accordance with Sub-Section 209.03
210.04 MEASUREMENT:

A. GRADING COMPLETE: The Work under this item will not be measured separately for payment.

B. GRADING PER KILOMETER: The Work under this item will be measured in linear kilometers along the centerline of the road or the median, including ramps when so shown on the plans.

C. UNDERCUT EXCAVATION: For undercut excavation directed by the Engineer and not addressed in the Plans, the quantity for payment will be the product of the length, width, and depth of excavation. Replacement material will not be measured for payment.
For undercut excavation required by the plans, there will be no separate measurement for payment.

210.05 PAYMENT:

A. GRADING COMPLETE: Payment for this item, completed and accepted, will be made at the Lump Sum Price bid which payment shall be full compensation for all work and materials specified in this Section.
B. GRADING PER KILOMETER: Payment for this item will be made at the contract unit price per linear kilometer complete in place and accepted, which price shall be full compensation for furnishing the materials and performing the work specified in this Section.
C. UNDERCUT EXCAVATION: Payment for undercut of areas not shown in the Plans and when directed by the Engineer will be made at the rate of $5.00/m3 for quantities up to 750 m3. Quantities in excess of 750 m3 will be considered Extra Work as defined in Sub-Section 109.05 of the current Specifications and will be paid for accordingly. Payment shall be full compensation for excavating and disposal of undesirable material, and supplying, placing and compacting replacement material.

Payment will be made under: Item No. 210. Grading Complete Item No. 210. Grading Per Kilometer

Lump Sum per Kilometer

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211.01

Item No. 210, Undercut Excavation

per Cubic Meter

SECTION 211-BRIDGE EXCAVATION AND BACKFILL
211.01 DESCRIPTION: This work shall consist of removal of materials necessary for the construction of bridge footings and substructures and the disposal of excess materials and any required backfilling, including porous backfill. Unless otherwise provided, it shall also include the construction and removal of work bridges, cribs, cofferdams, and caissons, and all dewatering, drainage, sheeting, and exploratory boring of foundations necessary to complete The Work. Excavation and Backfill for Concrete Box Culverts will be as specified in Section 207.
Wherever the word "foundation" appears in this Section, it shall be construed to mean the material upon which the footing of the substructure or, if required, the seal, rests.
211.02 CONSTRUCTION:
A. FOUNDATIONS AND FOOTINGS: The sizes and elevations shown on the Plans are approximate, and are subject to change when so directed.
B. COFFERDAMS AND SHEETING: Whenever work is to be performed in or near excavations in which failure of the surrounding earth could endanger the safety of personnel or damage the Work, the Contractor shall use whatever protection measures necessary, such as cofferdams or sheeting, to prevent such failure. Cofferdams or sheeting shall also be used to prevent undesirable changes in channels and slopes. Cofferdams shall meet the requirements of and be removed and disposed of in accordance with Section 525, regardless of whether they are measured separately for payment.
C. PREPARATION OF FOUNDATIONS: Foundations shall be prepared and maintained so that concrete will not be subjected to that action of water before final setting, except as provided for Seal Concrete in Section 500. Where footings are to be placed on a foundation of rock or hardpan which is slightly sloped, the center of the foundation shall be keyed approximately 300 mm in depth throughout an area approximately equal to the dimensions of the column to be placed on the footing, unless the Plans require the entire footing to be keyed. The Engineer may require the foundation to be stepped. Loose fragments shall be removed and seams cleaned and filled as directed. Where footings are to rest on foundations other than rock or hardpan, special care shall be taken not to disturb thetop of the foundation in order to assure that footings are placed only on undisturbed material.
D. INSPECTION: The Contractor shall provide the Engineer ample opportunity and safe conditions, as determined by the Engineer, to inspect foundations and to measure materials which have been removed. No concrete shall be placed nor shall any foundation area be closed from view until the area has been inspected and approved.

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211.02
E. BORING OF FOUNDATIONS AND SEALS: The Contractor shall bore foundations as many times as requested and in an approved manner so that the Engineer can determine its adequacy. Borings will usually be required only for foundations and seals having no piles, and they shall be made in the presence of the Engineer. The minimum depth of borings will be 1.8 m in rock and 3 m in other material, excluding seals. Seals shall be bored the entire depth of the seal, and will usually be bored in only one location.
F. BACKFILL CONSTRUCTION:
1. GENERAL: Backfilling shall be a part of the work of excavation, except as noted below, and the backfill shall be placed in layers not to exceed 300 mm of loose material and compacted before the next layer is placed. Backfilling will be required around all substructures except those located within the banks of a stream at normal water level. Jetting ofbackfills will not be allowed. Backfill material shall be placed in such manner that unbalanced horizontal loads will not be applied to a newly placed structure or portion of structure. Portions of structures having backfill on only one side or on less than all sides, shall not be backfilled until the concrete has reached the required strength, as determined by the Engineer, to withstand the earth pressures.
2. AT INTERMEDIATE BENTS AND PIERS: Backfill for intermediate bents and piers shall be compacted to the approximate density of the surrounding soil. Backfilling around substructures not supported by piling shall be begun and completed the next work day after each successive lift is placed, if possible, and at least within 3 calendar days after placement. Footings thus supported shall be backfilled before form work begins on the columns. Backfilling around pile-supported footings and around columns may begin upon removal of forms, and shall be completed as soon as possible but within 5 calendar days after concrete placement.
3. AT END BENTS AND ABUTMENTS: Backfill for end bents and abutments (including their wingwalls) shall be compacted to the density shown on the Standard Plans or Special Plans. The work shall be begun and completed no later than 5 calendar days after placement of concrete, unless other time limits are indicated on the Plans, which may refer to this work as Second Stage Construction or Second Stage Backfill Construction. Slopes behind abutments shall be stepped, unless otherwise shown, and precautions shall be taken to prevent the backfill from acting as a wedge against the abutment. Drainage behind abutments and their wingwalls shall be provided as shown on the Plans. Backfill for abutment footings and portions of walls having fill on both sides shall be placed as described in Sub-Section 211.02.F.2.
4. BACKFILL MATERIAL: Backfilling around intermediate bents and piers shall be done with material removed from the excavation, unless
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211.03
such material is unsatisfactory to the Engineer. For end bents and abutments, the material shall meet the requirements shown on the Standard Plans or Special Plans. When suitable material is not available from a location within the immediate vicinity of the bridge within the right of way, the Contractor shall locate a source acceptable to the Engineer and haul the material to the site.
The Contractor shall be responsible for obtaining and placing all backfill material necessary for end bent and abutment construction, including special backfill material to be used in the construction of mechanically stabilized earth wall abutments, which are a part of the Contract.
Unless otherwise noted, material located and hauled to the bridge site shall meet all ofthe requirements of Class I, Class II, or as shown in Sub-Section 810.0.1.
If porous backfill is specified, it shall consist of Coarse Aggregate Size No. 57 as specified in Sub-Section 800.01, or Crushed Stone Drainage Material as specified in Sub-Section 806.02.
G. SURPLUS MATERIALS: The contractor shall dispose of all surplus stockpiled and excavated materials as directed. Materials not used may be spread neatly and smoothly on the Right of Way in such manner that the channel of any existing or proposed waterway will not be obstructed. Materials to be wasted shall be disposed of in accordance with Sub-Section 201.02.E.3.
211.03 MEASUREMENT:
A. BRIDGE EXCAVATION: This work will be measured for payment in cubic meters of Bridge Excavation acceptably removed. No payment will be made for materials removed outside the area bounded by vertical planes a maximum of 450 mIli outside of and parallel to the neat lines of the footings, unless otherwise shown on the Plans. Unless otherwise shown on the Plans, no separate measurement will be made under the item of Bridge Excavation for any excavation necessary for end bent construction. Portions of structures removed under Section 540, which fall within the excavation limits, will not be included in the measurements for Bridge Excavation. Generally, the vertical pay dimension will be measured from the original ground line. However, for grade separation structures, the vertical pay dimension will be measured from the subgrade template of the roadway passing underneath, unless otherwise shown on the Plans. The vertical pay dimension for excavation at an intermediate bent to be constructed within the limits of a previously placed end roll will include that portion ofthe end roll which falls within the limits of excavation. For measurement purposes, each portion of a stepped footing will be considered as a separate footing. For the purpose of obtaining the elevation
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212.01

of the completed excavation, the bottom of each footing or step will be cross-sectioned by the Engineer.

B. BRIDGE BACKFILL: No separate measurement will be made for Bridge Backfill.
Material hauled to the site for backfill use at intermediate substructure locations in accordance with Sub-Section 211.02.F.4. will not be measured as Bridge Backfill, but will be considered as a Specification Allowance as set forth in Sub-Section 211.04.B. No such allowance will be made for material hauled in for use at ends of bridges.

211.04 PAYMENT:

A BRIDGE EXCAVATION: This work will be paid for at the Contract Price, per cubic meter, complete, or at the Contract Price modified as specified below: All excavation eligible for payment down to an elevation 600 mm below Plan foundation elevation will be paid for at the Contract Price for Bridge Excavation. The amount of payment for excavating lower than 600 mm below Plan elevation will be determined by increasing the Contract Price for Bridge Excavation in the following manner: if the excavation extends not lower than 1.8 m below Plan foundation elevation, payment for excavating the material from 600 mm below Plan foundation elevation will be at the Contract Price plus 50%; for excavations extending not lower than 3 m, payment for excavating the material from 600 mm below Plan Foundation elevation will be at the Contract Price plus 75%; and for excavations lower than 3 m below Plan foundation elevation, payment for excavating the material from 600 mm below Plan foundation will be at the Contract Price plus 100%.
B. BRIDGE BACKFILL: This Work will not be paid for separately, but its cost shall be included in the cost of other pay items included in the Bridge Contract. The cost of furnishing and hauling material used as replacement for unsuitable material excavated at intermediate substructure locations will be paid for at the rate established herein of 125% of the Contract Price for Bridge Excavation. The maximum dimensions and deductions specified in Sub-Section 211.03.B. will be applicable.

Payment will be made under: Item 211. Bridge Excavation Item No. 211. Bridge Excavation Grade Separation Item No. 211. Bridge Excavation, Stream Crossing-No._ Item No. 211. Porous BackfilL

per Cubic Meter per Cubic Meter
per Cubic Meter per Cubic Meter

SECTION 212-GRANULAR E:MBANKMENT
212.01 DESCRIPTION: This item consists of furnishing, hauling, and placing granular material for construction or reconstruction of the

165

212.02

embankment as called for on the Plans.

212.02 MATERIAL: The granular material shall meet the requirements of

Class I-A-2 soil, Sub-Section 810.01 modified as follows:

% Passing 75 }lm

0-18

% Clay

0-10

212.03 CONSTRUCTION: The embankment shall be placed at the location(s) shown on the Plans. Normally, the granular material shall be placed on dry ground above the high water level then dumped toward and into the water according to the limits and dimensions shown on the Plans. The thickness of the lifts and compaction shall be as directed by the Engineer.

212.04 MEASUREMENT: Granular embankment material, furnished, complete in place, and accepted, will be measured by volume in accordance with the following cases:
CASE A-Whenever granular embankment is obtained from a pit from which multiple parties have access, the granular embankment will be measured by volume in the hauling vehicle as specified in Section 109.
CASE B-Whenever granular embankment material is obtained from a pit dedicated exclusively to the project on which payment for granular embankment is being made, the granular embankment will be measured for payment by the average end area to determine the volume of material removed from the pit and incorporated into the work.
CASE C-Whenever granular embankment material is obtained from a quarry, the material will be accompanied by a certified weight ticket. The weight of the material delivered and accepted will be converted to an equivalent volume based on the dry loose unit weight of the material provided.

212.05 PAYMENT: Granular Embankment material measured as provided above will be paid for at the Contract price per cubic meter, which price shall be full compensation for material, hauling, placing, compacting, and for all labor, equipment, and superintendence necessary to complete the item.

Payment will be made under:

Item No. 212. Granular Embankment, including Material

and Haul

per Cubic Meter

SECTION 214-MITIGATION SITE CONSTRUCTION
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the Current Supplemental Specifications Book.

SECTION 215-REMOVAL OF SOLID WASTE
215.01 DESCRIPTION: This work consists of excavating, removing, and disposing of Solid Waste discovered during construction or shown on the Plans. Removal of such materials shall be in accordance with this Specification, Plan

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215.03
details, and as directed by the Engineer. Solid Waste is defined as discarded putrescible (i.e. liable to rot) and
nonputrescible wastes such as trash, garbage, animal carcasses, debris, and other materials not natural to the area.
Any materials classified as hazardous will require special handling in accordance with Sub-Section 107.22, HAZARDOUS ANDIORTOXIC WASTE.
215.02 MATERIALS:
A. SOIL COVER MATERIALS - Soil materials used for covering exposed areas of a removal site may be any clean earth material (free of contamination) approved by the Engineer.
B. ODOR CONTROL CHEMICALS - Acceptable odor control chemicals used for Solid Waste removal are listed on Georgia Department of Transportation Qualified Products List (QPL) - 64. Similar or equal chemicals may be substituted when approved by the Engineer.
215.03 CONSTRUCTION:
A. APPLICABLE SPECIFICATIONS: All work shall be performed in accordance with this Specification and in strict compliance with any Federal, State or local code or ordinance pertaining to the removal of solid waste. It will be the Contractor's responsibility to verify the accuracy and existence of all applicable codes, ordinances or other regulations.
B. SITE INFORMATION - The Department will make any existing boring logs for sites shown on the Plans, available to prospective bidders upon request. This information may be obtained by contacting the Geotechnical Engineering Bureau of the Office of Materials and Research at (404) 3637549.
C. SITE CATEGORIES - For the purpose of this Specification, Solid Waste removal sites will be designated as those "Shown on the Plans" or those "Discovered during Construction".
D. REMOVAUDISPOSAL PROCEDURES -
1. Sites Shown On the Plans - The Contractor shall give the Engineer two weeks notice prior to removal of any Solid Waste material. The Engineer will notify the Local Governing Authority of the proposed work and tentative time schedules.
Once excavation ofthe Solid Waste begins, the Contractor shall give the work constant attention. All solid Waste material to be removed shall be excavated so as to leave a minimum of exposed surface. The material shall be excavated to the full depth and width of the cut in one continuous operation. All working faces of the cut shall be left as near vertical as practicable, but yet sloped enough to permit the safe placement of a layer of soil over the exposed areas as required in paragraph five of this SubSection.
All Solid Waste shall be transported to a permitted municipal solid waste landfill. A listing of municipal solid waste landfills may be obtained
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215.03
by contacting the Georgia Environmental Protection Division, Land Protection Compliance Program at (404) 362-2696. It will be the Contractor's responsibility to receive permission for disposal at a permitted municipal solid waste landfill and for gaining the Engineer's approval of the site to which the material will be transferred.
The Contractor shall furnish the Engineer with a copy of the report of disposal from the municipal solid waste landfill for each load of Solid Waste removed from the project.
All trucks, when hauling material from the removal site, shall be filled to less than full capacity to prevent any spillage. In addition, each truck body shall be completely covered with a waterproof tarpaulin, large enough to extend down over the sides and end of the bed far enough to secure the material in transit; and, shall be fastened securely.
At the end of each day's work, the Contractor shall cover all exposed areas of the removal site and the disposal area with a 150 mm layer of clean earth. The cost of this work shall be included in the overall bid submitted.
Spraying of odor control chemicals on the exposed Solid Waste and on hauling vehicles will also be required as outlined in sub-section 215.03.E.
During removal of Solid Waste from a specified site, the Engineer may direct that the area be overexcavated based on site conditions. In the event this is necessary, the overexcavation will be measured and paid for in accordance with Sub-Sections 215.04 and 215.05, respectively.
Upon completion of removal operations, Solid Waste removal areas shall be backfilled in accordance with the requirements for embankment construction outlined in Section 208 - Embankments of the current Specifications. The cost of this work shall be included in the applicable bid prices for Unclassified and Borrow.
2. Solid Waste Sites Discovered During Construction - Solid Waste sites discovered during construction by the contractor, which are not noted in project documents or on Plan sheets, shall be reported immediately to the Engineer and all work in the vicinity shall cease until an appropriate disposition can be determined, including a satisfactory plan for payment. Such sites may include solid Waste and other materials not natural to the area such as exposed or buried drums. Once approval to proceed is given by the Engineer, the work shall be conducted under the provisions of SubSection 109.05 EXTRA AND FORCE ACCOUNT WORK The Contractor shall also be responsible for appropriate removal, disposal and backfill, in accordance with this Specification and Sub-Section 107.22, HAZARDOUS AND/OR TOXIC WASTE.
E. ODOR CONTROL - The Contractor will be responsible for controlling objectional odors from the exposed Solid Waste at the removal site and in transit to the permitted disposal area. An effective odor control chemical selected from QPL-64, or an approved equivalent, shall be used for this purpose. The Engineer, with concurrence of the Local Governing Authority will determine the acceptability of the odor control chemical, the concentration of solution for
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215.05

application, and the frequency of application to exposed Solid Waste in the removal area and in the hauling vehicles.

A quantity of odor control chemical sufficient to treat the Solid Waste for a minimum three days shall be kept on hand during the removal operations. During the last three days ofremoval, the Engineer may permit the Contractor to reduce the inventory of odor chemical on hand to avoid any unnecessary additional expense.

The cost of spray material and the labor and equipment necessary to control objectionable odors shall be included in the overall bid submitted.

F. WORKER PROTECTION - It is the responsibility of the Contractor to provide effective engineering and work practice controls to insure adequate protection of employee health and safety.

215.04 MEASUREMENT: Measurement ofthe work performed under this item will be as follows:

A. SITES SHOWN ON THE PLANS - Removal of Solid Waste from sites shown in the Plans will be measured by the cubic meter. The volume of material measured for payment will be based on cross section measurements using the average end area method. Excavation outside the neat lines shown on the Plans will not be measured for payment unless such work is directed and authorized by the Engineer.

B. SITES DISCOVERED DURING CONSTRUCTION - All work for Solid Waste removal sites discovered during construction will be measured in accordance with Sub-Section 109.05 EXTRA AND FORCE ACCOUNT WORK, of the current Specifications.

C. OVEREXCAVATION OF SOLID WASTE - Overexcavation of Solid Waste to depths below those shown on the Plans will be measured by the cubic meter. Volume calculations will be as described in Sub-Section 215.04.A.

215.05 PAYMENT: Payment for work performed under this item will be as follows:

A. SITES SHOWN ON THE PLANS - Removal of Solid Waste from sites

shown on the Plans will be paid for at the Contract Unit Price bid per cubic

meter, which shall be full compensation for excavating the Solid Waste

material; hauling and proper disposal of hazardous materials; proper closure of

the remaining landfill site; construction of any necessary haul roads;

furnishing chemicals and spraying the removal site, trucks and contents as

required; disposal at a permitted municipal solid waste landfill and for all

fencing, labor, equipment, tools, superintendence, and incidentals necessary to

complete the item.

.

B. SITES DISCOVERED DURING CONSTRUCTION - Payment for removal

of Solid Waste from sites discovered during construction will be in accordance

with Sub-Section 109.05 of the current Specifications.

C. OVEREXCAVATION OF SOLID WASTE - When the Engineer requires removal of Solid Waste beyond the limits shown on the Plans, payment for

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216.01

removal and disposal will be made as follows:

1. Solid Waste removed from within the neat cross sections shown on the Plans, and to the depth of 1 m below those cross sections, will be paid for at the Unit Price bid per cubic meter for the removal of Solid Waste.

2. Solid Waste removed to depths below the 1 m specified above will be paid for as follows:

a. Over 1 m but not over 3 m extra depth: Excavated material that falls within this range will be paid for at the rate of 110 percent of the Unit Price bid per cubic meter for that portion of the material over 1 m but not over 3 m extra depth.

b. Depths exceeding 3 m: If the extra depth exceeds 3 m, the work shall cease in that area and the Engineer will request an investigation by the Office of Materials and Research. If excavation below the 3 m level is necessary, work shall not resume until a satisfactory plan for payment has been established.

Payment will be made under: Item No. 215. Removal of Solid Waste

Per Cubic Meter

SECTION 216--UNPAVED SHOULDERS
216.01 DESCRIPTION: This work shall consist of constructing Unpaved Shoulders.
216.02 MATERIALS: Unless otherwise specified in the Proposal, the material shall conform to Section 817 of these Specifications. The provisions of Section 106 apply to all shoulder materials obtained from sources off the Right of Way.
216.03 EQUIPMENT: Equipment adequate to construct shoulders as required by this Specification must be on the Project, in first class working condition and approved by the Engineer before construction is begun. Tractors with treads, or any other type of equipment that will cause damage to an existing base, surfacing or pavement will not be permitted.
216.04 CONSTRUCTION:
A. GENERAL: All Shoulders shall be shaped and compacted in proper sequence for the type of base or pavement being constructed. Any damage that occurs to an existing base, surfacing or pavement due to the operation of constructing shoulders shall be promptly repaired at the Contractor's expense.
B. COMPACTION: In order to reduce erosion, compaction of shoulders shall be done as soon as possible. Compaction for various types of shoulder construction shall conform to the following:
1. GRASSED SHOULDERS: All shoulder areas above subgrade elevation
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216.04
that require any type of grassing or sodding of the shoulder material shall be compacted to a reasonably firm and stable condition as determined by the Engineer.
2. UNGRASSED SHOULDERS: For all shoulder areas that are not to be grassed, including ungrassed stabilized shoulders and paved shoulders, the resultant density of the shoulder material shall be not less than 100 percent of the maximum laboratory dry density as determined from representative samples of the material being compacted by GDT 7, GDT 67, or GDT 24, whichever is applicable. In-place density of the compacted shoulder will be determined in accordance with GDT 20, GDT 21, or GDT 59, whichever is applicable.
3. ALL SHOULDERS: All shoulders adjacent to a flexible base shall be compacted for an additional minimum width of 0.5 m on each side along with the base course.
C. MAINTENANCE: Shoulders constructed in advance of flexible bases shall have sufficient weep holes cut through them to prevent impoundment of water on the road-bed or subgrade. When front slopes are subject to excessive erosion by concentrated water at weep holes, the Contractor shall provide adequate temporary drainage facilities to prevent the erosion. Excessive erosion, when it does occur, shall be promptly repaired by the Contractor in order to prevent damage to the adjacent base or pavement. Final shaping, dressing and compaction of shoulders shall also include repairing and dressing adjacent slopes and the removal of excess material from adjacent ditches.
D. CONSTRUCTION SEQUENCE:
1. PORTLAND CEMENT CONCRETE BASES AND PAVEMENTS: The shoulders shall be constructed, shaped and compacted as soon as the curing period has been completed on each section.
2. HOT MIX ASPHALTIC CONCRETE PAVEMENT:
a. HOT MIX ASPHALTIC CONCRETE BASES: The shoulders shall be constructed, shaped and compacted as soon as the final rolling has been completed on each section.
b. HOT MIX ASPHALTIC CONCRETE INTERMEDIATE AND SURFACE COURSES: The shoulder material for the underlying base course shall be in place and compacted before the intermediate or surface course is begun. Additional shoulder material, sufficient to complete the shoulder construction, shall then be placed, shaped and compacted as soon as the final rolling of each section of surface course has been completed.
3. FLEXIBLE BASES OR PAVEMENTS: Flexible bases or pavements shall include all types except those specified under Sub-Sections 216.04.D.2.a and b. Except where shoulders and base courses are constructed of the same materials, the following sequence of operations
171

216.05
shall apply:
a. PLACING MATERIAL: Place loose shoulder material in advance of base or pavement construction in sufficient quantity to construct the compacted width of shoulder shown on the Plans. Place the loose shoulder material at a proper distance outside the proposed edge of base or pavement so that after manipulation and preliminary compaction of the base or paving material the blade grader may pull the shoulder material up to, but not inside the proposed edge ofthe base or pavement.
b. MULTIPLE COURSE CONSTRUCTION: In the case of multiple course construction, shoulders and base or pavement shall be constructed in the same number of courses. In order to prevent excessive erosion due to concentrated water to weep holes, advance shoulder construction shall be limited to the shortest distance possible that will result in smooth and efficient continuity between the two operations.
4. STABILIZED SHOULDERS: When the Plans or Proposal call for stabilized shoulders the addition of the stabilizer shall be in accordance with the Specification pertaining to that Item.
5. SHOULDERS CONSTRUCTED WITH BASE MATERIAL: When shoulders and base courses are constructed out of the same materials, the shoulder material shall be placed along with the placement of the base material and constructed in the same manner as the base material.
6. SHOULDERS CONSTRUCTED UNDER TRAFFIC: When shoulders are to be constructed on highways that are open to traffic, construction operations shall be as follows:
a. REMOVAL OF EXISTING SHOULDER MATERIALS: When the Contract calls for removal of existing shoulders or portions of existing shoulders, removal of the shoulder material shall be limited to a distance not to exceed 450 linear meters in advance of paving operations, or in the absence of paving operations, the same limitation shall apply to new shoulder construction.
b. CONSTRUCTION OF SHOULDERS: Shoulders, constructed in accordance with these Specifications, shall be completed and compacted within a distance of 450 linear meters or less behind finished paving operations.
c. CONSTRUCTION LIMITATION: If the Contractor elects to trench out or rebuild the shoulders on opposite sides of the pavement simultaneously, the two operations shall be separated by a distance of not less than 1500 m, thereby leaving at least one usable shoulder at all times for the safety of the traveling public passing thorough or around the work.
216.05 MEASUREMENT:
A. MATERIALS OBTAINED FROM ROADBED: When shoulders are constructed from material obtained from adjacent portions of the roadbed, measurement will be made in accordance with Sub-Section 205.10 or Sub-
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216.06

Section 210.04, whichever is applicable.

B. SHOULDERS ADJACENT TO STABILIZED BASES: When bases are constructed by stabilizing the existing roadbed, and the shoulders are to be bladed into section using materials from the existing roadbed, no measurement of shoulder material will be made.

C. SHOULDERS CONSTRUCTED WITH NEW BASE COURSE MATERIALS: When new shoulders are constructed of the same material as the new base course by spreading the base course material full width of the roadbed, measurement for payment will be made in accordance with the Specification for the type base course specified.

D. SHOULDERS CONSTRUCTED WITH SELECTED SHOULDER MATERIAL: Selected shoulder material, including a pervious and impervious shoulder material, obtained from pits or other sources off the Right of Way, which meets the Specifications and is accepted will be measured for payment in cubic meters, loose volume, in vehicles at the point of dumping.

216.06 PAYMENT: Shoulder material obtained from the existing roadbed and measured for payment as specified above, will be paid for at the Contract Unit Price per cubic meter for Roadway Excavation-Unclassified. Shoulders constructed out of existing roadway materials including Selected Borrow, and which are already in position from prior construction operations, will not be paid for separately. Payment for these materials will be made under the pertinent Items required to place these materials in position. When shoulders are constructed out of new base course materials, payment will be made in accordance with the Specifications for the type of base course specified. Selected shoulder material, including pervious and impervious shoulder materials, measured for payment, will be paid for at the Contract Unit Price per cubic meter or per square meter of a specified thickness, which payment will be full compensation for furnishing the material when specified, for construction and compaction and for all other work specified in this Section pertaining to the Item. If under the provisions of Section 106 the Contractor is required to pay royalties for the Selected Shoulder Material, the Pay Item will be listed with the words "Including Material" added.

Payment will be made under:

Item No. 216. Selected Material for Shoulder

Construction

per Cubic Meter

or per Square Meter

mm Average Thickness

Item No. 216. Selected Material for Shoulder Construction

Including Material...

per Cubic Meter

or per Square Meter

mm Average Thickness

173

217.01
SECTION 217 REMOVAL OF UNDERGROUND STORAGE TANKS
217.01 DESCRIPTION: This work shall consist of excavating, removing, and disposing of all or a portion of an underground storage tank system (UST) discovered during construction or shown on the Plans. Removal of such materials shall be in accordance with this specification, Plan details and as directed by the Engineer.
An underground storage tank system is defined as any tank that has at least ten percent of its volume underground, including the pipes and pumps connected to the tank. The tanks may be used to store petroleum products or hazardous chemicals. Tanks used for the following are specifically excluded from Georgia EPD Rules (Chapter 391-3-15), and EPA regulation 40 CFR Part 280:
A. Farm or residential tanks of 4160 liters or less capacity used for storing motor fuel for non-commercial uses;
B. Tanks used for storing heating oil for consumptive use of the premises where stored;
C. Pipeline facilities;
Tanks excluded from Georgia EPD Rules (Chapter 391-3-15), and EPA regulation 40 CFR Part 280 must be removed in accordance with the American Petroleum Institute's Recommended Practice 1604 (API 1604). Any materials classified as hazardous will require special handling in accordance with Sub-Section 107.22, HAZARDOUS ANDIORTOXIC WASTE.
217.02 MATERIALS: A. SOIL BACKFILL: Soil materials used for backfilling a UST removal site
may be any earth material which has been approved by the Engineer.
217.03 CONSTRUCTION
A. APPLICABLE SPECIFICATIONS: Removal and disposal of UST systems shall be in accordance with the American Petroleum Institute's Recommended Practice 1604 (API 1604), Georgia EPD Rules (Chapter 3913-15), and EPA regulation 40 CFR Part 280. In addition to these requirements, all work shall be performed in strict compliance with any federal, state or local codes or ordinances pertaining to the removal of underground storage tank systems. It will be the Contractor's responsibility to verify the accuracy and existence of all applicable codes, ordinances or other regulations.
B. UST CATEGORIES: UST systems, for the purpose of this Specification,
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217.03
will be categorized as either those shown on the Plans or those discovered during construction.
1. UST SHOWN ON THE PLANS. UST systems shown on the Plans will be considered a normal part of the Contract and will be measured and paid for in accordance with Sub-Sections 217.04 and 217.05, respectively. Prior to beginning any work on UST systems shown in the Plans, the Contractor shall provide the Engineer with two weeks notice, in writing, so that inspection of the work can be coordinated with the Office of Materials and Research and the District's UST Tank Pull Inspector. When approval to proceed has been granted by the Engineer and the UST Tank Pull Inspector is present on site to monitor the UST removal, the work may proceed in accordance with the requirements outlined in Sub-Section 217.03.A. The Contractor will he liable for improper removal and disposal of UST systems. All necessary precautions shall be taken by the contractor to prevent spilling the contents of the tank during the removal process, as well as handling and transporting the tank to the permitted disposal area. If a spill occurs, the Contractor shall take immediate action to contain the spill and remove and dispose of the contaminated soil at no additional cost to the Department. If the Engineer determines that the Contractor is negligent in the containment and remediation and/or remediation of such spills, the Department will hire outside forces to perform the containment and remediation work. The cost of this work will be deducted from the Contractor's payments. The tank and tank contents and any contaminated soils shall be disposed of in accordance with EPD rules. Documentation of proper disposal of these items shall be submitted to the Engineer no later than the day following disposal. Once the tank and its contents have been satisfactorily removed, the Contractor shall take soil samples as specified in the above EPD rules and sketch the location and depth from which the samples were taken. If, however, the soils in the tank pit are visually contaminated, additional excavation (overexcavation) will be required to remove the contaminated soils. The depths of overexcavation shall be to the limits of contamination or a maximum depth of 1.2 m, whichever occurs first. After overexcavation is complete, soil samples shall be taken as specified above. If water is present in the pit after tank removal or overexcavation, a water sample shall be taken. The Contractor shall submit the soil and/or water samples to a laboratory approved by the Engineer for testing and furnish the
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217.04
Engineer with a completed test report, sketch and certification that the tests were performed in accordance with the EPD Rules. This documentation shall be submitted to the Engineer not later than 30 days after the date the samples were taken.
Backfilling of the tank pit area shall begin immediately after soil and water samples have been secured.
Backfill material for tank pit areas within the construction limits shall be placed and compacted in accordance with Section 208 Embankments. Tank pit areas on the Rights-of-Way outside the construction limits will not require any special placement procedure or compaction testing. The area shall, however, be left fairly level, smooth and dressed to the satisfaction ofthe Engineer.
2. UST - DISCOVERED DURING CONSTRUCTION. If an underground storage tank (UST) system is discovered during construction, the Contractor shall notify the Engineer immediately. All work in the vicinity of the UST shall cease until arrangements for the proper closure (removal and disposal) have been made by the Contractor. Once approval to proceed has been given by the Engineer, all work shall be in accordance with paragraphs three through eight of SubSection 217.03.B.1. Measurement and payment for UST systems discovered on construction shall be in accordance with Sub-Sections 217.04.B and 217.05.B, respectively.
217.04 MEASUREMENT: Measurement of the work performed under this item will be as follows:
A. UST - SHOWN ON PLANS: UST systems shown on the Plans will be measured on a per Each basis.
B. UST - DISCOVERED DURING CONSTRUCTION: All work for UST systems discovered during construction will be measured in accordance with Sub-Section 109.05 ofthe Current Specifications.
C. OVER EXCAVATION OF CONTAMINATED SOIL: Over-excavation of contaminated soil for UST systems shown on the Plans will be measured by the cubic meter. The volume of material measured for payment will be the difference in the tank pit volume based on neat line plan dimensions, minus the volume of the completed excavation area as determined from cross-sections using the average end area method. Excavation outside plan dimensions or those established by the Engineer will not be measured for payment. Disposal of contaminated soil will not be measured separately.
176

218.04

217.05 PAYMENT: Payment for the work performed under this item will be as follows:

A. UST - SHOWN ON PLANS: UST systems shown on the Plans and removed under this item will be paid for at the Contract Unit Price per Each. Such payment shall be full compensation for all excavation, testing, hauling, handling in accordance with Georgia Environmental Protection Division Rules, backfilling, compaction, fencing, and all other incidentals necessary to satisfactorily complete the work, including removal and proper disposal of contaminated soil, tank and tank contents.

B. UST - DISCOVERED DURING CONSTRUCTION: Payment for removal of UST systems discovered during construction will be in accordance with Sub-Section 109.05 ofthe Current Specifications.

C. OVEREXCAVATION OF CONTAMINATED SOIL: Overexcavation of contaminated soil will be paid for at the contract Unit Price per cubic meter. Such payment shall be full compensation for all removal, hauling, proper disposal, backfilling, and compaction.

Payment will be made under:

Item No. 217 - Removal of Underground Storage Tank

Station No.

..

Item No. 217 - Overexcavation of Contaminated SoiL

per Each per Cubic Meter

SECTION 218-BLANKET FOR FILL SLOPES
218.01 DESCRIPTION: This work shall consist of placing a blanket material on fill slopes as shown on the Plans.
218.02 MATERIALS: The blanket material shan be as indicated on the Plans or in the Special Provisions. When Plant Topsoil is specified, it shall meet the requirements of Sub-Section 893.01.
218.03 CONSTRUCTION:
A. Vegetation, roots, trash or materials present in sufficient quantity to hinder the preparation of a proper bed for grassing shall be removed by the Contractor as a part ofthis Item.
B. In order to reduce loss of Plant Topsoil by erosion, the soil shall be placed shortly before and in conjunction with grassing operations, unless otherwise directed. Mter placing, any material lost by erosion shall be replaced at the Contractor's expense.
218.04 MEASUREMENT AND PAYMENT: The quantity of material placed and accepted under this Item will be measured in cubic meters, loose

177

219 measure, in the vehicles at the point of dumping. Payment will be made under:
Item No. 218. Blanket for Fill Slopes

per Cubic Meter

SECTION 219-CRUSHED AGGREGATE SUBBASE
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplement Specifications Book.

SECTION 221-8PECIAL SUBGRADE COMPACTION AND TEST ROLLING
221.01 DESCRIPTION: When called for in the Plans and Proposal, this Work shall consist of rolling subgrades with a special roller herein described, and of repairing weak places discovered during the rolling. The item does not take the place of any compaction or subgrade improvement specified elsewhere in the Specifications. It consists of the following complete operations:
A. Test rolling, final compaction, and final preparation of the finished subgrade using special rolling and compaction equipment, as specified.
B. Replacement or repair of weak areas which develop in the finished subgrade due to manipulation of the special equipment used in the test rolling.
C. Continuation of test rolling on a compaction of repaired weakened areas until the entire subgrade remains firm under the special rolling and compacting equipment.
D. Protection of culverts and bridges from damage in accordance with construction methods specified below.
221.02 EQUIPMENT: Equipment used for special subgrade compaction and test rolling shall be as specified herein. No variation from these Specifications shall be made except by written permission from the Engineer.
A. ROLLER: The roller shall be pneumatic-tired, mounted on a single axle with four wheels so placed that they will be balanced on the axles, and its gross weight shall be adjustable from 31 to 45 Mg. The weight will be determined by the Engineer. The wheels shall be constructed to allow free rocking and oscillation. The roller shall not be more than 3 m wide overall and shall have a turning radius of 4.5 m or less. It shall be drawn by a separate tractor unit, unless a self-propelled unit meets all of these requirements. Tires shall be 18:00 x 25 and when operating, all tires shall be uniformly inflated to the pressure recommended by the manufacturer for the applicable wheel load but to not less than 620 kPa. Gross contact area (entire surface of tire on flat unyielding surface)
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221.04
shall not be more than 0.213 m2 per tire. Net contact area (treads) shall not be more than 0.107 m2 per tire.
221.03 CONSTRUCTION:
A. SUBGRADE PREPARATION: The surface to be test rolled shall be prepared in advance to the proper grade and cross section and the top 200 mm shall be within three percentage points of the optimum moisture content when rolling is in progress. When subgrade stabilization is required, it shall be performed in the specified areas, in accordance with the Specifications, before test rolling of such areas is begun.
B. EXTENT: Test rolling shall be done on all portions of the subgrade underlying the proposed base, subbase, or pavement plus a 600 mm width on each side. Ramps servicing private property will be excluded. Frontage roads, spur connections, crossovers, and intersections shall be rolled in accordance with these same requirements, and the cost of such rolling will be considered as incidental to the item and no additional compensation will be made for them. Test rolling shall be done parallel to the centerline, with the forward speed of the roller between 2 and 5 miles per hour. The rolling shall be started on first one and then the other outer edge and it shall progress uniformly toward the center section until at least two complete passes have been made over the entire surface area to be rolled. The Work shall be laid out and done in longitudinal sections consisting of about 1/2 day's work for the roller, each section covering the full width of the area to be rolled. Rolling shall be stopped whenever moisture is excessive. If the moisture content of the subgrade is deficient, it shall be corrected by additional watering. All rolling shall be done in the presence of the Engineer, who will mark the extent of weak areas and depressions immediately.
C. REPAIRS TO SUBGRADE: All depressions and weak spots discovered as a result of the rolling shall be satisfactorily repaired. The repairs may consist of the removal of unsatisfactory materials and replacement with satisfactory materials or by strengthening or stabilizing of the materials in place, or both. The Engineer will decide what repairs are to be made. All materials placed in the roadbed shall be placed and compacted as specified for embankment or subgrades, whichever is appropriate. Test rolling shall again be done after the repairs have been made until the repaired areas are satisfactory, in accordance with these Specifications.
221.04 TEST ROLLING AT STRUCTURES: The Contractor shall be responsible for protection of all structures and prevention of damage to them. All damage to them caused by the test rolling shall be repaired or replacement made at the Contractor's expense. A. BRIDGES: The rolling unit shall not be permitted withi~ 3 m of bridge
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221.05
ends or bridge approach slabs and shall not cross any bridge on its own wheels when its weight exceeds 10 433 kg for anyone axle loading.
B. CULVERT TYPE STRUCTURES: When any culvert type structure falls within the limits of the area requiring test rolling and the finished surface of the subgrade to be rolled is less than 1.2 m above the exterior of such structure, the rolling unit shall not be allowed within 3 m of the structure, nor shall it cross any portion of the structure, except by one of the following methods to be selected by the Contractor. The Contractor shall be fully responsible for all damage to a structure when using any of these methods of protection.
1. The Contractor may detour the rolling unit off the roadway and around the structure to the opposite side where rolling is to be resumed.
2. The Contractor may transport the rolling unit across the structure provided the gross weight of the transporting unit, when so loaded, does not exceed 10 433 kg for anyone axle loading.
3. The Contractor may construct an embankment ramp of adequate width over the structure to provide a minimum cover of 1.2 m over the top of the structure to the same elevation extending on each side for a minimum distance of 3 m from its exterior. The ramp thus constructed shall be placed and removed at the Contractor's expense.
221.05 MEASUREMENT:
A. TEST ROLLING: Special Subgrade Compaction and Test Rolling will be measured in kilometers along the center of the road, excluding bridges, regardless of the width and number of lanes to be rolled. Frontage roads, spur connections, crossovers, and intersecting roads including their ramp connections, falling within the right of way and within the limits of the Project, will not be measured separately. They will be included in the distance shown for the item as established by the overall length of the roadway, or included in the distance for any portion thereof as specified on the Plans.
B. REPAIRS TO SUBGRADE: All materials removed under this Specification, regardless of their nature, will be measured for payment as Unclassified Excavation. If removed materials are laid aside or stockpiled and later used again, their excavation from the stockpile and placement in the roadbed will again be measured for payment as Unclassified Excavation. If new materials are required, they will be measured and paid for at the Unit Price bid for such materials according to Section 205 or Section 209, as applicable.
221.06 PAYMENT:
A. TEST ROLLING: Special Subgrade Compaction and Test Rolling will be paid for at the Unit Price bid per kilometer completed and accepted, which payment will be full compensation for preparing the surface, for transporting the roller, for moving it across or around prohibited areas, for
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222.03

all rolling as specified, for watering, and for all incidentals necessary to complete the item.
No separate payment will be made for use of any of the structure protective methods, but the cost shall be incidental to, and included in, the Unit Price bid for Special Subgrade Compaction and Test Rolling.

B. REPAIRS TO SUBGRADE: Subgrade repairs shall be in accordance with the Specifications of Section 205 and Section 209, where applicable.

Payment will be made under: Item No. 221. Special Subgrade Compaction and Test Rolling

per Kilometer

SECTION 222-AGGREGATE DRAINAGE COURSES
222.01 DESCRIPTION: This work shall consist of the installation of several types of aggregate drainage courses, constructed in accordance with these Specifications and in reasonably close conformity with the lines, grades and dimensions shown on the Plans or as directed.
222.02 MATERIALS: Unless otherwise specified, Aggregate Drainage Materials shall conform to one of the following:
Type I Aggregate Drainage Course shall meet the requirements of SubSection 806.01.
Type II Aggregate Drainage Course shall meet the requirements of Sub-Section 806.02.
Coarse aggregate for underdrain and drainage course should be used as follows:
(1) Type I Aggregate Drainage Course meeting requirements of SubSection 806.01 should be used in a trench around pipe or in the shoulder only in conjunction with a trench.
(2) Type II Aggregate Drainage Course Meeting requirements of SubSection 806.02 should be used under sidewalks, curb and gutter, etc., and beneath the pavement system or shoulders as a drainage blanket.
Type III. DRAINAGE BLANKET: For those portions of the roadway shown on the Plans as requiring a Drainage Blanket, the material shall be free draining and meeting the requirements of Sub-Section 806.03.
222.03 EQUIPMENT:
A. ON PREPARED EMBANKMENT OR SUBGRADES: Hauling and spreading equipment shall be approved units capable of spreading a uniform layer of coarse and fine aggregate without segregation, and capable of compacting the material to the specified requirements.
B. ON OTHER LOCATIONS: On other locations, including wet and unstable areas, trucks for end-dumping, with bulldozers and 'Toad machines for spreading will be permitted.

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222.04
222.04 CONSTRUCTION:
A. ON PREPARED EMBANKl\1ENTS OR SUBGRADES: The roadbed shall have been constructed to the lines, grades and typical cross sections shown on the Plans or as directed in accordance with the Specifications:
1. PLACING MATERIALS:
a. The materials shall be spread to the proper depth, uniformly, to obtain the required compacted depth shown on the Plans.
b. The maximum thickness to be placed in one course shall not exceed 150 mm when compacted, except as noted in Sub-Section 222.03.B.
c. When an underdrain system is installed immediately under or adjacent to the aggregate drainage course, the drainage course shall be directly connected thereto.
d. After the pavement has been placed, the portions of subbase outside of the pavement shall be removed approximately flush with the outside pavement edge and wasted, except cement stabilized subbase which shall be left in place without cutting.
e. It shall be the Contractor's responsibility to prevent contamination of the aggregate drainage material in shoulder construction. The Contractor shall, when necessary, cover the drainage course with a succeeding layer of shoulder pavement structure to avoid contamination.
2. COMPACTION: Aggregate drainage course, Type II, shall be compacted uniformly to the satisfaction ofthe Engineer by rolling at approximately the optimum moisture content. The final compaction shall be made on the top layer by an adequate number of passes with a steel wheel roller weighing no less than 9 Mg or by an approved vibratory roller. The rolling shall be continuous until all surfaces of each layer are rolled and compacted uniformly. Generally, unless otherwise stipulated, rolling shall begin on the outer edge of the drainage course and shall progress toward the center, except on super-elevated curves or shoulders, where rolling shall begin on the lower edge and progress toward the high side. These procedures are considered minimum requirements and the results in initial and final rolling shall be satisfactory to the Engineer.
3. THICKNESS REQUIREMENTS: If any measurement is deficient in thickness more than 19 mm, the affected area shall be scarified and additional material shall be added and compacted according to these Specifications. If the average thickness for any 1500 m increment exceeds the specified thickness more than 25 mm, deduction will be made from the Contractor's payment for the excess of quantity in this increment. The excess quantity shall be calculated from the average thickness exceeding the allowable 25 mm tolerance times surface area of the course.
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225.01

B. ON OTHER LOCATIONS: When used to drain an unstable or wet area in the subgrade, existing in the original ground surface in an embankment area, or when placed in trenches, the drainage material shall be spread to the depths shown on the Plans or as directed. Before placement, the existing low areas shall be excavated or trenched as directed for positive drainage. Trenches and undercutting, when shown on the Plans, shall be excavated to the dimensions and grades indicated. Compaction of this drainage material shall be sufficient to provide a stable condition.

222.05 MEASUREMENT: Aggregate drainage course may be measured by the megagram or cubic meter. When measured by the megagram, the weight shall be determined by approved truck scales on the job, or by other scales approved in advance. When measured by the cubic meter, the measurement shall be made as specified in Section 109 for measurement by cubic meter loose volume.

222.06 PAYMENT: Aggregate drainage course of the type specified will be paid for at the Contract Unit Price per megagram or per cubic meter complete in place and accepted.

Payment will be made under: Item No. 222. Aggregate Drainage Course, Type_ _ Item No. 222. Aggregate Drainage Course, Type __ Item No. 573. Underdrain Pipe Including Drainage Aggregate mm

per Megagram per Cubic Meter per Linear Meter

SECTION 225-S0ILLIME CONSTRUCTION
225.01 DESCRIPTION: This Work shall consist of preparing and treating with lime, the existing roadbed materials, or materials to be placed to form a subgrade, subbase or base in accordance with Plan details. It shall include watering, mixing, shaping, and compacting the necessary material in accordance with the requirements specified herein and to the lines, grades, and thicknesses as shown on the Plans. The requirements of these Specifications are applicable to each course or layer, except as otherwise indicated on the Plans or as herein specified.
Lime treated roadbed materials, subbases or bases will be designated as Class A, Class B, or Class C.
CLASS A LIME TREATMENT: Class A Lime Treatment shall consist of spreading and incorporating the specified percentage of lime in 2 approximately equal increments in the following sequence: Spreading the first increment, initial mixing, mellowing; spreading the second increment, final mixing, compacting and finishing in accordance with these Specifications. Mellowing is defined as the process of softening to a loamy consistency.
CLASS B LIME TREATMENT: Class B Lime Treatment shall consist of

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225.02
spreading the specified percentage of lime, initial mixing, mellowing, final mixing, compacting and finishing in accordance with these Specifications.
CLASS C LIME TREATMENT: Class C Lime Treatment shall consist of spreading the specified percentage of lime, mixing, compacting and finishing in accordance with these Specifications.
225.02 MATERIALS:
A. SOIL: The soil used in the construction shall consist of materials found in the roadbed, base, subbase material or materials added as specified or directed. Particles of aggregate larger than those passing the 75 mm sieve, and deleterious substances such as roots, stumps, grass turfs and other vegetable matter shall be removed from the soil. Base, subbase and subgrade materials shall meet the requirements shown on the Plans or in the pertinent Specifications governing these Items.
B. WATER: Water shall be free of injurious quantities of oil, salt, acid, alkalis, sugar, vegetable matter, or other deleterious substances. The total inorganic solids shall not exceed 0.20 percent. Non-potable water shall be tested and approved before use. Tests shall be in accordance with SubSection 880.01 of the Specifications.
C. LIME: Lime shall meet the requirements of Sub-Section 882.02.
D. PRIME: Bituminous prime shall consist of cutback asphalt meeting the requirements of Sub-Section 821.01 and ofthe following grades:
RC-30, RC-70, RC-250, MC-30, MC-70, MC-250 E. BLOTTER MATERIAL: Blotter material (sand) shall meet the
requirements of Sub-Section 412.04.F.3.
225.03 EQUIPMENT: All equipment which is proposed to be used on the Work shall be of sufficient size and in such mechanical condition as to produce satisfactory results. Equipment necessary for proper prosecution of the Work and equipment for handling and weighing shall be on the Project and approved by the Engineer prior to the beginning of construction.
When bulk lime or lime slurry is used, the material shall be spread using approved spreaders, so constructed and operated as to uniformly spread the lime within the tolerances hereinafter specified.
Mixing and scarifying equipment shall be so constructed as to assure positive depth control, and all rollers shall be weighted sufficiently to accomplish the required compaction.
Mixing shall be performed by approved rotary-type mixers, disc harrow, or motor patrols.
When previously approved by the Engineer, the Contractor may use alternate equipment, such as continuous or batch-type central plant or traveling mixing plants, provided such equipment produces a mixture meeting these Specifications.
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225.04
225.04 CONSTRUCTION:
A. GENERAL: The basic requirement for work under this Section is to obtain a completed layer or layers of roadbed material containing a uniform lime mixture with a smooth, closely knit surface, free from cracks, loose or segregated areas.
Quantities and percentages of lime shown on the plans and proposal are based on preliminary soil investigation and dry laboratory sample tests. The actual application rate will be established from dry density tests made just prior to beginning stabilization work. The initial tests will be based on hydrated lime.
It is necessary to the quality of lime treated materials that all such materials be kept moist at all times. It shall be the Contractor's responsibility to provide sufficient equipment and keep all partially constructed or completed lime stabilized layers sufficiently and continuously moist until a succeeding layer or prime coat has been placed thereon.
B. PREPARATION OF ROADBED: Before soil-lime construction is started, the underlying foundation shall be graded and shaped to the required lines, grades, and cross section and shall be compacted to the required density. Drying shall be done where necessary prior to the application of lime.
The underlying foundation shall also be firm and able to support, without displacement, the construction and compaction equipment. Any soft or yielding material shall be corrected and made stable before construction begins and, if necessary, before the subsequent layer or layers are placed thereon, at no additional cost to the Department.
The layers(s) of material to be treated shall be scarified and partially pulverized to the full depth to be treated and all deleterious material which would be retained on a 75 mm sieve removed.
C. APPLICATION OF LIME:
1. METHODS: The lime may be spread, at the Contractor's option, by either of the following methods:
a. DRY APPLICATION: Quicklime only b. Slurry made with hydrated lime; c. Slurry made by slaking quicklime in special equipment at or near the
project site
If the dry application method using quicklime is selected, the areas upon which quicklime will be placed shall be shaped and rolled to a relatively smooth condition prior to application of the lime so as to minimize the problem of'lime pockets." Lime shall be spread uniformly at the specified rate by means of an approved spreader. Quicklime shall not be applied when wind conditions, as determined by the Engineer, are such that blowing lime becomes hazardous to traffic, workers, adjacent property, or cause an adverse impact upon the public.
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225.04
The quicklime shall also be "slaked" on the ground by applying water until all the pebbles break down into a liquid or paste prior to incorporation into the soil.
When slurry made from hydrated lime is furnished, it shall be mixed with water in approved agitating equipment and applied on the scarified area through approved distributing equipment. The distributor shall be equipped to provide continuous agitation of the mixture from the mixing site until applied to the roadbed. The proportion oflime shall be such that the dry solids content, by weight, will be at least 30%.
If the Contractor elects to produce a slurry by slaking quicklime in special equipment on the project, the Engineer's approval must be obtained for all equipment and procedures before work begins.
2. PROTECTION AND SAFETY: Prior to, and during, the spreading of lime, the Contractor shall take necessary precautions and provide necessary equipment such that the personnel involved in the operation are protected from the hazards of the lime dust or slurry. The Contractor shall also conduct operations such that lime distribution or preparation of lime slurry will not cause damage, discomfort or inconvenience to the public or to private property.
3. LIMITATIONS: The rate of application of lime shall be as specified by the Engineer.
The first section of each mixing operation shall be a test section. The length of the section shall be as long as necessary to use one truck of lime to demonstrate the acceptability of the Contractor's equipment and methods and to provide a check on the resulting finish grade elevation and compacted thickness of the stabilized layer. Changes in equipment or methods, or the initial grade elevations, shall be made as needed based on results of the test section. If changes in methods or equipment are made during the project, additional test sections shall be constructed when directed by the Engineer.
During the period from just prior to application of lime until final curing is completed, the moisture content of the material shall be maintained at no less than its specified optimum nor more than 5% over optimum at all times. Because water is needed to sustain chemical reactions occurring after the lime is added, continual application of water during mixing may be necessary even when the material is at optimum moisture when mixing begins.
Lime stabilization shall not be performed when the air temperature is below 7C nor in the period from October 15 to April 1 inclusive except by written permission from the Engineer. Lime shall not be mixed with frozen soils or with soils containing frost.
Lime shall be applied only to such areas as can be initially mixed and sealed during the day of application.
The distribution of lime at the rate specified shall be attained by successive passes over a measured section until the specified percentage of lime has been spread. After each successive pass, the material shall
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225.04
be incorporated into the soil with the mixing equipment. Additional water, if necessary, shall be added and mixed into the mass to hasten mellowing.
Payment will not be made for any lime that has been spread and exposed for a period of four hours or more prior to mixing. Such areas shall be treated again with the full required rate of application. Additional lime shall be added at no additional cost to the Department to any section on which excessive loss has occurred due to washing or blowing prior to mixing.
The quantity of lime applied on any section shall be spread uniformly and shall not vary more than plus or minus 10 percent of the quantity ordered for that section. No payment will be made for lime application exceeding the 10 percent plus tolerance. When the quantity applied is deficient by more than the allowable minus tolerance, additional lime shall be applied prior to mixing.
No lime treated soil shall be constructed that will not be covered with a layer of pavement, base, or other construction material during the same construction season. Areas that are not covered as required shall be reconstructed at no cost to the Department.
D. MIXING:
1. GENERAL: The mixing procedure shall be the same for "Dry Application" or "Slurry Application" except as hereinafter described. Immediately after the application of lime, the course shall be scarified and mixed to the required depth and width. If the depth to be treated, as shown on the Plans, is more than 150 mm compacted, treatment shall be performed in approximately equal layers of not more than 150 mm depth. In the latter case, the soil composing the upper layers shall be bladed in windrows outside the area to be treated until the lower layer is mixed, compacted, and approved, after which the material for each layer in turn shall be bladed back into place, shaped, and treated. The cost of this manipulation shall be included in the price bid. Scarifying and mixing shall be controlled to provide uniform depth and the crown of the undisturbed soil beneath shall conform as nearly as practicable to the crown of the finished course. Until the lime is incorporated or mixed, only spreading, watering, and mixing equipment shall be permitted to pass over the section being processed. Approximate bulking factors may be determined from the unit dry weight of laboratory tested raw and lime treated soils. It shall be the Contractor's responsibility to furnish a finished course of lime treated material conforming to the thickness and surface requirements hereinafter specified.
2. INITIAL MIXING:
a. Class A or Class B Lime Treatment: The lime and water shall be incorporated uniformly with approved rotary mixers. The mixing
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225.04
and water application shall be continued until a homogeneous mixture of soil, lime and water that will pass a 50 mm sieve is obtained.
The quantity of water added during this initial mixing operation shall be in the amount necessary to prod~ce a moisture content of the mixture of no less than its specified optimum and no more than five percentage points above optimum moisture.
After completion of mixing, the treated course shall be reshaped to the approximate line, grade and typical section, sealed with a light pneumatic tired roller and other approved equipment as necessary, and left to mellow for a minimum of 3 days and a maximum of 14 days, as determined by the Engineer. During this mellowing period, the entire surface of the treated course shall be kept moist.
b. Class C Lime Treatment: The lime and water shall be incorporated uniformly with rotary mixers and water applied as directed. The mixing and watering shall be continued until, in the opinion of the Engineer, a homogeneous mixture of soil, lime and water is obtained. After completion of the mixing and water application, 100% of the material by dry weight shall pass a 37.5 mm sieve and 80% by dry weight shall pass a 4.75 mm sieve. The material shall then be compacted in accordance with Sub-Section 225.04.E and F below.
3. FINAL MIXING & PULVERIZING: After the required mellowing period (Class A or B), the layer shall be scarified, and in the case of a Class A treatment, the second application of lime added. The layer (Class A or B) shall then be remixed as prescribed in the initial mixing operations adding water as necessary. Mixing shall be continued until 100 percent of material by dry weight, exclusive of gravel and stone, will pass a 50 mm sieve and 60 percent will pass a 4.75 mm sieve. The percent moisture shall be at or above the laboratory specified optimum moisture during this mixing operation. If mixing cannot be completed in the same day begun, the surface of the layer shall be sealed by rolling with a rubber-tired roller before suspending the day's operation and the processing continued the following day, weather conditions permitting.
E. COMPACTION:
1. GENERAL: Compaction of the mixture shall begin immediately after completion of the final mixing for Class A and Class B lime treatment and after the completion of the one mixing for Class C treatment. Compaction operations shall be completed during the same working day. The moisture content of the mixture shall be uniform at the time of compaction, and shall be maintained within plus 2 percent, of the optimum moisture content. Uniform and continuous compaction by sheepsfoot-type rollers shall begin at the bottom and continue until the entire depth of the mixture is compacted to the required density. The sheepsfoot-type rollers shall begin at the bottom and continue until the
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225.04

entire depth of the mixture is compacted to the required density. The sheepsfoot-type roller may be removed when a thin layer of loose soil not exceeding 25 mm remains. Throughout the entire compaction operation, depressions or soft spots which develop shall be corrected immediately by scarifying the area, adding lime when required, or removing the material and reshaping and compacting in accordance with these Specifications. The surface ofthe course shall be maintained in a smooth condition by blading, and upon completion, shall be smooth and conform tot he lines, grades, and cross sections shown on the Plans or established by the Engineer, within the tolerances hereinafter specified.
In addition to the requirements specified for density, the full depth of
the mixture shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each section is completed, tests as necessary will be made by the Engineer. Any portion which has a density less than that required shall be scarified, moistened, reworked, and compacted in accordance with the requirements of these Specifications at no additional cost to the Department.

2. DENSITY REQUIREMENTS: After the mixture has been shaped to line, grade, and cross section, it shall be rolled until the course has been uniformly compacted to at least the following percentages of the maximum dry density as determined by GDT 19.

a. All base, subbase, or shoulder courses b. Top 300 mm of embankment (Subgrade) c. To within 300 mm of the top ofthe embankment

100% 100% 95%

The in-place density will be determined in accordance with GDT 20, 21, or 59, as applicable.

F. FINISHING AND THICKNESS: The surface of the completed lime stabilized layer shall be smooth, dense, well bonded, unyielding and free of cracks or loose material and shall conform to the lines, grades and cross sections shown on the Plans or established by the Engineer. Surface requirements shall meet the following Specifications:

Subgrade

.sub-Section 209.03.E

Base, subbase or shoulder course Sub-Section 301.04.H.6.b

The thickness of the lime stabilized layer will be determined in accordance with GDT 42 at intervals not to exceed 450 m. The thickness of the entire layer(s) shall not vary more than 25 mm plus or minus from that shown on the Plans. any section deficient by more than 25 mm shall be reconstructed immediately in accordance with these Specifications. Any section exceeding the 25 mm tolerance shall have additional lime added to correct the deficiency and shall be remixed to the specified depth and width in accordance with these Specifications. In each case, such reconstruction and additional lime added shall be at no additional cost to the Department.

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225.05
G. FINAL CURING: Mter the lime treated soil has been finished as specified herein, it shall be protected against drying for a 7 day curing period. Lime stabilized base, subbase or shoulder course shall be protected by the application of a Bituminous Prime Material (225.02.D). The finished lime treated soil shall be kept continuously moist until the bituminous prime is placed. The prime shall be applied as soon as possible, but not later than 24 hours after completing the finishing operations except when delayed by wet weather. If wet weather delays application of the prime, it shall be applied as soon as the surface becomes sufficiently dry.
At the time the bituminous prime is applied, the lime treated soil surface shall be free of all loose and extraneous material, and shall contain sufficient moisture to prevent excessive penetration of the bituminous material. If deemed necessary by the Engineer, the lime treated soil shall be swept clean ofloose material prior to applying the prime.
The application of prime shall be in accordance with Section 412.
The bituminous material shall be uniformly applied to the surface of the lime treated soil at the rate of 0.70 to 0.80 liters per square meter. The curing material shall be maintained by the Contractor during the entire curing period so that all of the lime treated soil will be covered effectively during this period.
Lime stabilized subgrade or embankment may be cured by applying water to maintain the course sufficiently moist during curing.
Equipment used to apply water and prime shall be of such type and weight that it will not damage the lime treated soil.
Curing shall have been completed prior to placing subsequent layers of material.
H. PROTECTION AND MAINTENANCE: Completed sections of the lime treated soil may be opened, when necessary, to lightweight local traffic provided it has hardened sufficiently to prevent marring or distorting of the surface and provided the curing is not impaired. Construction equipment shall not use the lime treated soil except as necessary to discharge material into the spreader during base or paving operations, or except as may be otherwise permitted for embankment construction.
The Contractor shall maintain the lime treated soil in good condition until all work has been completed and accepted. Maintenance shall include immediate repair of any defects that may occur. This work shall be performed at no cost to the Department and shall be repeated as often as necessary to keep the area continuously intact.
225.05 MEASUREMENT:
A. SOIL-LIME MATERIAL: For mixed in-place construction, if it is necessary to add other material to those in the roadbed, or to build up the
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225.06
base or subbase entirely with new material, soil-lime material will be measured by the cubic meter, loose volume as specified in Section 109.
B. SOIL-LIME TREATED ROADBED, SUBBASE AND BASE COURSE: Where specified for payment by the square meter, measurements will be made by methods used for soil cement, Sub-Section 301.07.B.
C. LIME: Lime will be measured by the megagram. In cases where Quicklime (CaO) is slaked in an approved mixing tank on the job to produce a lime slurry, the pay quantity for lime will be measured in megagrams of hydrated lime as calculated using the certified lime purity for each truckload as follows:
TOTAL WEIGHT OF HYDRATED LIME PRODUCED, Mg =
(A x B x 1.32) + A (C)
Where: A= Actual Quicklime Delivered
B= Certified % Purity
C= % Inert Material
1.32 = Ratio of Molecular Weights for Hydrated Lime (74) and Pure
Quicklime (56)
When quicklime is spread on the roadbed in a dry application, quicklime will be measured by the megagram based on invoice weight. The formula for converting quicklime to hydrated lime will not apply for dry applications.
D. PRIME: Bituminous prime will not be measured for separate payment. Application will be in accordance with Section 412.
E. UNSUITABLE MATERIAL: Materials unsuitable for lime stabilization shall be removed and will be measured and paid for as Roadway Excavation, as definedin Section 205.
225.06 PAYMENT:
A. SOIL-LIME MATERIAL: Where in-place mixing is done and it is necessary to add other materials to those in the roadbed or to build up the base or subbase entirely with new materials, the soil-lime material added, in place and accepted, will be paid for at the Contract Price per square meter or per cubic meter, which payment shall be full compensation for shaping and compacting the existing roadbed, for all materials except lime, for loading, unloading, hauling, crushing, processing, mixing, spreading, watering, compacting, shaping, maintaining, and for all other incidentals necessary to complete the Work.
B. SOIL-LIME TREATED ROADBED BASE AND SUBBASE COURSE: Where specified, Soil-Lime Treated Roadbed Base and Subbase Course, complete in place and accepted, will be paid for at the Contract Price per
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square meter, which shall be full compensation for preparation of the roadbed, for mixing on the road, for shaping, pulverizing, watering, compaction, repair of all defects, and for maintenance.

C. PRE-MIXED SOIL-LIME TREATED BASE AND SUBBASE COURSE: Where specified, Pre-Mixed Soil-Lime Treated Base and Subbase Course, complete in place and accepted, will be paid for at the Contract Price per megagram or per square meter, which payment shall be full compensation for shaping and compacting the existing roadbed, for all materials except lime, for loading, unloading, hauling, crushing, processing, mixing, spreading, watering, compacting, shaping, maintaining, and for all other incidentals necessary to complete the Work.

D. LIME: Lime will be paid for at the Contract Price per megagram which shall be full payment for furnishing, hauling, and applying the material. Only lime in the finished course or courses will be paid for. No payment will be made for lime used to correct defects due to the Contractor's negligence or faulty equipment.

Payment will be made under:

Item No. 225. Soil-Lime Material- Including Material and

Haul.

per Cubic Meter

Item No. 225. Soil-Lime Treated (Roadbed, Base, Subbase or Shoulder .....

Course), Class (C)

per Square Meter

Item No. 225. Lime

per Megagram

SECTION 232-RAILROAD CONSTRUCTION
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 233-HAUL ROADS
233.01 DESCRIPTION: This Specification sets forth provisions for maintaining and repairing County roads and City streets, within the State of Georgia but not on the State Highway System, which are considered haul roads.
The term haul road as used in this Specification will be considered the routes set forth in the Contract, or alternate routes approved by the Engineer which are used for transporting materials to the Project.
233.02 MATERIALS: Materials used for restoration of haul roads shall conform to the following requirements as set forth in the Standard Specifications:
Bituminous Prime Bituminous Tack Coat

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233.03

Asphaltic Concrete
Stabilizer Aggregate (Type 1) Bituminous Surface Treatment

One of the Classes as Specified in Section 400

In the event that any of the above materials are specified in the original Contract under a modified Specification, the materials may be furnished for haul road maintenance and restoration under the same modified Specification.

233.03 CONSTRUCTION REQUIREMENTS: The Department will take note of possible sources of local materials and commercially produced aggregates together with existing haul roads over which such materials may be transported. The haul roads will be shown on the Plans and estimated quantities for their maintenance and restoration will be included in the Contract Items.
Should the Contractor elect to substitute a haul road for those designated in the Contract, a joint inspection of the proposed haul road will be made by the Contractor, the governmental agency or political subdivision charged with the control and maintenance of such route, and the Engineer. Following this inspection, an agreement will be prepared on Form HD-561A, signed by the Contractor and the governmental agency or political subdivision, stating existing conditions and setting forth provisions and conditions of maintenance during hauling and restoration after hauling is completed. This agreement shall be submitted to and approved by the Engineer prior to hauling over said route.
While hauling operations are in progress, the Contractor shall maintain the haul road in a condition satisfactory to the Engineer.
When hauling operations over a haul road are completed, the Contractor shall restore the haul road to a condition equal to that which existed at the time the hauling operations were started. The Engineer will determine the kind and amount of restoration work required, and the procedures and requirements which the Contractor is to follow in performing this work.
The fact that other traffic has used the haul road concurrently will not relieve the Contractor of the obligation to maintain and restore the haul road as provided. If any other contractor engaged in highway construction under a contract with the Department also has materials hauled over the same route concurrently with the hauling of materials for the Contract Work, the Engineer will determine the amount of maintenance and restoration obligation to be shared by each.
Upon completion of the restoration work on a haul road under the jurisdiction of a governmental agency or political subdivision other than the Department, a joint inspection of the haul road route will be made by the Contractor, the governmental agency or political subdivision charged with the control and maintenance of such route, and the Engineer. Two copies of the executed Haul Road Release, part of Form HD-561 or HD-561A as the case may be, shall be obtained by the Engineer, or by the Contractor in the case of a substitute road.

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233.04 MEASUREMENT: All materials ordered by the Engineer fOl' maintenance and restoration of haul roads will be measured as set forth in the applicable section of the Standard Specifications except that materials required for the maintenance and restoration of substitute haul roads will be measured for payment only to the extent of quantities shown on the Plans for the haul road for which the substitution was made.
233.05 PAYMENT: All materials, measured as provided above, will be paid for at the Contract Price for the Items shown on the Plans and listed in the Proposal.
When materials other than those listed above are ordered by the Engineer, they will be paid for on a force account basis under Sub-Section 109.05.
Separate payment will not be made for blading and shaping costs necessary for maintenance and restoration of Haul Roads.
Stabilizer Aggregate shall be placed, mixed, and paid for under requirements of Section 209 insofar as it applies.
SECTION 300-GENERAL SPECIFICATIONS
FOR BASE AND SUBBASE COURSES
300.01 EXTENT OF APPLICATION: This Specification shall apply to all base and subbase courses, except asphaltic concrete. Additional requirements for each type of base and subbase are covered in the appropriate sections for specific base and subbase-type construction.
300.02 MATERIALS: The Specifications for materials to be used and reference for them will be found under the appropriate Section for each base and subbase Type Construction. Each material shall meet the requirements for the type of material specified, and no material shall be incorporated in the Work without the Engineer's approval.
A. SELECTING LOCAL MATERIALS AT SOURCE: The Engineer has the authority to classify the materials at the source and to require the Contractor to excavate them in the proper sequence so that each kind will reach its destination at the best location for that material in the finished Work. The Engineer shall have the authority to reject any materials not found to be suitable for use.
B. SOURCES OF LOCAL MATERIALS OUTSIDE THE RIGHT OF WAY: The provisions of Sub-Section 106.10 cover the means of obtaining materials from local sources outside the right of way.
300.03 EQUIPMENT: All equipment for the proper construction of base and subbase courses shall be of an approved design and on the Project in satisfactory condition before construction will be permitted to begin. The equipment required for each type of base or subbase will be determined by the method of construction to be used.
A. CENTRAL MIX PLANTS: Plants shall be designed, coordinated, and operated so that the mixture is produced within the tolerances specified. The requirements for the different types of central mix plants are as outlined below:
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1. REQUIREMENTS FOR ALL CENTRAL MIX PLANTS:
a. STORAGE AGGREGATES: The plant site shall have adequate storage facilities. Enough storage space shall be provided for separate stockpiles, bins, or stalls for each size of aggregate, and the different aggregate sizes shall be kept separated until they have been delivered, without segregation, by the feeder, or feeders, to the mixer in their proper proportions. The storage yard shall be kept neat and the stockpiles, bins, and stalls shall be readily accessible for sampling.
b. SCALES: The Contractor shall provide accurate scales for weighing all ingredients of the mixture separately where weight proportioning is used. The scales shall be accurate to within 0.5 percent of the measured load. All scales shall be supported rigidly so that vibration from the plant will not interfere with accurate readings. If volumetric measurement is used, there shall be adequate provision for checking, by weight, the accuracy of the volumetric measurement.
Scales for weight boxes and hopper shall be of the springless dial type and shall be of standard make and design. Scales shall be inspected and sealed as often as the Engineer may deem necessary to assure their continued accuracy."The Contractor shall have on hand not less than ten 25 kg weights for testing the scales.
Each plant shall include a motor truck scale certified in accordance with Section 109 which has a platform large enough to accommodate the entire length of any vehicle used. The Contractor shall have scales of sufficient capacity to weigh the largest anticipated load but under no circumstances shall truck scales be used to measure weights greater than the rated capacity of the scales. Before any mixture is delivered to the Project, all scales, including truck scales, shall be checked with standard weights for accuracy and for agreement with each other. The weights of the batches in the truck shall agree with the sum of the weights of the batch ingredients within 2 percent. Forms OMR-TM-141 (Daily Truck Weights) and DOT 474 (Tally Sheet) shall also be completed by the Contractor for each day's production and submitted to the Engineer.
c. MIXER: All central mix plants shall be equipped with an approved mixer. When Portland cement is required, mixing shall begin immediately after the cement is added to the coarse aggregate and soil mortar and shall continue until a homogeneous and uniform mixture is produced. If the equipment does not produce a homogeneous and uniform mixture meeting these Specifications, the Engineer will require the Contractor to make whatever changes are necessary to accomplish this result.
The charge in a batch mixer or the rate of feed to a continuous mixer shall not exceed that which will permit complete mixing of all of the material. Dead areas in the mixer, in which the material does not move or is not sufficiently agitated, shall be corrected either by a reduction in the volume of material or by other adjustments.
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d. PROPORTIONING: In all plants, Portland cement, bituminous materials, aggregates, or other ingredients shall be added in such a manner that they are uniformly distributed throughout the mixture during the mixing operation.
e. WATER PROPORTIONING: In all plants,the water may be proportioned by either weight or volume and there shall be means by which the Engineer may readily verify the amount of water per batch or the rate of flow for continuous mixing. The spray bars for introducing the water into the mixer shall be so designed and installed that the moisture will be evenly distributed throughout the mixture.
f. SAMPLING: All plants shall provide equipment satisfactory to the Engineer for obtaining samples prior to combination with other ingredients or introduction into the mixer. The sampling equipment shall be constructed in a manner which will provide an accurate representation of the material being furnished. The producer shall supply all personnel and equipment necessary for obtaining samples and for delivering them to the plant laboratory.
2. ADDITIONAL REQUIREMENTS FOR CONTINUOUS MIXING PLANTS:
a. FEEDER SYSTEM: Continuous mixing plants shall include a means for accurately proportioning aggregate from each bin either by weighing or volumetric measurement. When gradation control is by volume, the correct proportions of each aggregate size introduced into the mixer shall be drawn from the storage bins by a continuous feed which shall supply the correct amount of aggregate. Each feeder shall be equipped with a means to vary the quantity of material being fed. The feeder shall be so constructed that adjustments can be securely fastened.
Plants shall consist of an interlocking system of feeders and conveyors synchronizing a continuous flow of aggregate with a positive flow of dry and liquid additives for mixing. An electronic belt weighing device shall be provided to monitor the combined aggregates and be linked directly to the dry and liquid additive metering devices to ensure that the desired contents are maintained at varying production rates. An electronic control package shall be capable of tracking by accepting a signal from the belt weighing device and internally developing the necessary signal to continuously vary the dry and liquid additive feeder speed, thus maintaining the desired feed rate. Dry additives which constitute less than 15 percent of the total mixture shall be proportioned either by weight or volume with equipment as specified:
DRY ADDITIVE GRAVIMETRIC (DEPLETING WEIGHT) SYSTEM: The system shall include an isolation vessel supported by load cells independent of the fines silo. The load cells in conjunction with an electronic scale package, having remote digital display and necessary controls, shall be capable of continuously weighing the proportioning material being metered by a positive displacement
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feeder mounted on the discharge of the isolation vessel.
DRY ADDITIVE VOLUMETRIC METERING SYSTEM: The system shall include a variable speed compartmentalized feeder used in conjunction with a fmes silo or hopper having a minimum opening at the bottom, and over the feeder, of not less than 0.46 m2. The silo or hopper shall be so constructed as to provide dry additive material in an unrestricted manner without the introduction of air to the cone area and shall be equipped with a low level alarm. A feed rate monitor shall be provided to detect any deviation of "actual" from "desired" feed rate and shall be interlocked with a control system to provide plant shutdown capability in event of excessive deviations. The feeder shall have a linear relationship between the feed rate and driven speed.
b. CONTROL SYSTEM: The control package for all plants must produce an alarm signal and have plant interlock shutdown capability in event of excessive deviations of "actual" from "desired" flow rates of anyone of the aggregate, dry additive or liquid additive metering devices. A monitoring station shall be provided for the purpose of controlling the entire operation. The monitoring station shall be equipped to give continuous quantitative data on the production and proportioning of the mix ingredients.
c. PORTABLE POWER UNITS: Plants utilizing portable electric power generators shall have frequency meter graduated and accurate to one hertz and a voltmeter graduated and accurate to two volts installed in the power circuit. Electric current for the operation of the feeder drives and controls shall not vary in frequency more than three hertz nor in voltage more than 10 percent.
d. MIXER: The mixer shall be equipped with enough paddles or blades to produce a uniform and homogeneous mixture. Paddle blades reduced by wear in excess of 25 percent in face area from their new condition shall be replaced. The paddles shall be adjustable for angular position on the shafts and reversible to retard the flow of the mix. The mixer shall be kept level.
e. SURGE HOPPER: The mixer shall be equipped with a surge hopper. The surge hopper shall be equipped to automatically discharge the mixture when it reaches a predetermined level.
3. ADDITIONAL REQUIREMENTS FOR BATCH MIXING PLANTS:
a. WEIGH BOX OR HOPPER: The equipment shall include a means for accurately weighing each size of aggregate, shall be suspended on scales, and shall be large enough to hold a full batch without hand raking or running over. Convenient and accurate means shall be provided for obtaining samples of aggregates from each bin before the material enters the mixing chamber. Each bin compartment shall be
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equipped with a bin level indicator installed in such a way that when any bin becomes empty the weighing procedure will be automatically stopped.
b. MIXER: The plant shall include an approved batch mixer. The mixer shall be so constructed to prevent leakage of its contents and shall be equipped with enough paddles or blades or operated at such speed as to produce a properly and uniformly mixed batch. Paddle blades reduced by wear in excess of 25 percent in face area from their new condition shall be replaced.
c. CONTROL OF MIXING TIME: The plant shall have a time locking device so that the time of mixing can be automatically controlled. The time of mixing shall not be less than 30 seconds.
d. CEMENT PROPORTIONING: Cement shall be weighed on scales separate from the aggregate batching scales. All scales shall meet the requirements of Section 109.
e. BITUMINOUS PROPORTIONING: The bituminous material shall be weighed on scales separate from the aggregate batching scales and introduced into the mixer through spray bars. All scales shall meet the requirements of Section 109.
B. IN-PLACE MIXERS: For in-place mixing operations, the mixer shall meet the requirements of one ofthe following:
1. MULTIPLE PASS MIXERS: Approved multiple pass mixers shall be of the rotary type with sufficient tines and so constructed and operable as to obtain a uniform mixture of the cement, soil or soil-aggregate, and water for the full depth of the course being constructed, in accordance with the requirements ofthe Contract, by multiple passes of the mixer.
2. TRAYELING PLANT MIXERS: Approved traveling mixing plants shall be so designed and constructed as to pick up the aggregate, soil, or other materials to be mixed, from the windrow or roadway, and shall be equipped with a bottom shell or pan such that during at least fifty percent (50%) of the mixing cycle all of the material is picked up and mixed while separated from the foundation material. They shall be capable of thoroughly and uniformly mixing the material for the full depth of the section and shall move forward with successive increments of such length and width that the width of the roadbed being processed may be compacted and finished in one operation. Plants shall be of such type that they will not cause loss or segregation of any of the materials to be mixed. The plant shall be mounted on wheels, or on crawler type tracks, of sufficient width that the plant, when loaded to capacity, will not rut or damage the mixed surface. The machine shall have provisions for introducing water at the time of mixing through a pressurized metering device or other approved methods. The devices for proportioning water and the materials to be mixed shall be of such type that they will measure accurately the specified amounts while the machine is in motion.
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The plant used for bituminous stabilization shall be equipped with an accurate metering device. The meter shall be designed and constructed to measure the bituminous material into the mixer within the tolerance specified in Sub-Section 302.04.E. The meter indicator dial shall have a scale with'divisions indicating liters. If the equipment used for mixing does not produce a homogeneous and uniform mixture, the Engineer will require the Contractor to make whatever changes are necessary to accomplish this result in all future Work.
C. MECHANICAL CEMENT SPREADER: When the material is mixed inplace, a mechanical cement spreader of approved design shall be used. The spreader shall be capable of spreading the cement over the surface uniformly and accurately. The use of pneumatic tubes to transfer the cement from the tanker directly onto the material to be stabilized will not be permitted.
D. MIXTURE SPREADER: The mixture shall be spread uniformly by means of an approved mechanical spreader. The strike-off plate shall be adjustable as to height to obtain the specified thickness of the finished base. The selfpropelled spreader shall be equipped with rollers to contact the truck tires and be capable of pushing the truck without causing the spreader or truck to skew. The hopper shall be large enough to prevent spilling or wasting the material.
E. STATIC ROLLERS: Static rollers shall meet the requirements listed below. In addition, static rollers used on cement stabilized base shall be selfpropelled.
1. TRENCH ROLLER: When used in this description, the term "roller" is understood to mean a wheel of flat metal surface and the term "wheel" is to mean a rubber tired wheel of the automotive type. When base widening is specified, the Contractor's equipment shall include at least one trench roller so constructed that the guiding roll or wheel either operates in tandem with the compression roll on the area to be compacted, or in tandem with the auxiliary wheel or roll. There shall be an auxiliary wheel or roll that operates the area to be compacted, mounted upon an axle that is adjustable as to height. The contact surface of the auxiliary wheel or roll shall be adjustable to at least 250 mm above and 50 mm below the rolling plane of the compression roller or the amount necessary to compact the subgrade to the Plan elevation. If the steering roll or wheel operates in tandem with the auxiliary wheel or roll it may, or may not, be adjustable as to height. The auxiliary wheel or roll shall operate upon the surface of the pavement adjacent to the area to be compacted, and at such a distance from the pavement edge as to cause no damage thereto. The auxiliary wheel or roll shall be kept in such adjustment as to height that the compression roll will develop a smooth, compacted surface true to crown. Gas propelled trench rollers shall be equipped with smooth operating friction clutches of the reversing type and shall have a smooth operating brake of ample capacity. Steering devices may be either hand or power operated. The compression per 100 mm width of compression roll shall not be
"
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less than 545 kg and not greater than 660 kg. The compression roll may be hollow and the minimum weight secured by liquid ballast. The minimum allowable width of compaction shall be 375 mm.
Adjustable spring scrapers to keep the rolls clean shall be fitted to the rolls to scrape in both directions.
2. STEEL-WHEEL ROLLERS: Steel-wheel rollers shall consist of3-wheel or tandem type self-propelled rollers equipped with cleaning devices to prevent adhesion of material to the wheels. Three-wheel rollers for use on base or subbase materials shall have a minimum weight of 9 Mg and a minimum compression of 580 kg/IOO mm of width for the rear wheels. Steel wheel tandem rollers shall have a minimum weight of 9 Mg and have a minimum compression of 400 kg/IOO mm of width for the rear drum.
3. PNEUMATIC-TIRE ROLLERS: Pneumatic-tire rollers shall,be so constructed that a minimum contact pressure of 345 kPa per wheel can be exerted on the base or subbase course during rolling operations. Rollers shall be equipped with a means of distributing the load uniformly between all wheels. Rollers shall be a multiple axle, multiple wheel type with wheels staggered on the axles and spaces so that the overlap of wheels will provide for uniform compaction for the full compacting width of roller. The air pressure in any tire shall not vary more than 35 kPa from the pressure established. The rollers shall be operated at speeds of not less than 5 kmlhr, nor more than 13 kmlhr, unless otherwise directed by the Engineer.
4. SHEEPSFOOT ROLLERS: Sheepsfoot rollers may be vibratory or static compaction models and shall be of sufficient size and weight to obtain the desired compaction.
F. VIBRATORY ROLLER: The vibratory roller shall be of an approved design. The frequency of vibration and the roller movement shall be actuated separately. The weight and the amplitude of vibration shall be such that the required compaction may be achieved with a minimum of passes.
G. BITUMINOUS SAMPLING VALVE: A valve for sampling bituminous materials shall be installed on all bituminous transfer pumps.
H. FINE GRADER: An approved fine grading machine with automatically controlled screed, capable of finishing the base or subbase to the prescribed tolerances, is required for finishing base or subbase for Portland Cement concrete pavement or hot mix asphaltic concrete pavement unless the proposal contains a Special Provision specifically exempting this requirement.
300.04 CONSTRUCTION:
A METHODS: When alternate methods of construction are provided without restriction, the Contractor may select these alternate methods at will, provided his equipment and organization are suited to the method selected.
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The Contractor shall discuss the proposed methods with the Engineer before construction is started. In all cases the method selected shall be one that will provide for: (1) spreading base or subbase material uniformly without damaging the subgrade, subbase, or the material being placed, (2) mixing until the materials are homogeneous, (3) the specified water and cement or bitumen content, (4) compaction throughout the depth of the course to the density specified and (5) completion of the Work within the specified time limits.
B. ORGANIZATION OF WORK: The Contractor will be required to organize the work and provide sufficient equipment such that the spreading, compacting, and finishing of the base or subbase is a continuous operation. Where the detailed Specifications require minimum and maximum time limits, these shall not be exceeded except in unusual cases where exceptions are permitted by the Engineer.
C. MATERIALS PITS:
1. CLEARING PIT SITE: The removal of grass, weeds, roots, and other debris from local materials pits will not be considered to be clearing and grubbing but shall nevertheless be done and the cost of this Work shall be included in the prices bid for Pay Items to which it pertains. Only clearing and grubbing listed in the Proposal or that required as shown on the Plans and made a Pay Item by the Engineer will be paid for separately. Stripping excavation will not be paid for separately, except where shown on the Plans and in the Proposal as a Pay Item. The Contractor's attention is directed to Sub-Section 107.23.
2. CONDITION OF MATERIALS PITS: The Contractor shall keep materials pits well drained while materials are being removed from them. Mter the materials have been removed, pits shall be left in the condition required by Section 106 and Section 160.
3. PIT MIXING: All local materials pits shall be mined from within the pit boundaries and the grid depths as established by the Engineer. All materials derived from the pit area shall be mined from top to bottom and mixed in the pit before they are hauled to the roadbed or plant. The materials shall be placed in windrows or stockpiles, either by dragline or backhoe, in such a way that the various gradation and moisture strata in the pit will be blended together and a reasonably uniform mixture of the materials is produced from each pit. When rim ditching is required and the depth of the rim ditch exceeds the specified grid depth of soil cement material, the material below the grid depth shall not be included in the windrow or stockpile of material to be used for soil cement base unless it is determined by the Engineer that the materials below the grid depths are satisfactory for use as base material. Stockpiling or windrowing with ladder pans or scrapers will not be permitted except in shallow pits not over 450 mm deep. After the preliminary mixing has been done, the Contractor shall
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prevent segregation of the coarse from the fine materials by using loading equipment that blends the material further.
D. PREPARATION OF THE SUBGRADE: If the subgrade does not meet the requirements of Section 209 for surface, compaction, and stability, all defective portions of it shall be repaired until it meets the requirements of that Section. Unsuitable materials shall be removed if it is necessary and it shall be replaced with acceptable material and the subgrade shall be compacted as specified in Section 209. If the Contractor for the subbase or base is responsible for the subgrade under another Pay Item, no additional payment will be made for any repairs made to the subgrade, except as provided in Section 209. If the Contractor is not responsible for the subgrade, the removal of unsuitable materials will be paid for as Roadway Excavation-Unclassified and the replacement with new materials will be paid for as specified "in Section 205 or Section 206. The compaction, scarification, and any other necessary preparation of the subgrade shall be included in the Unit Price Bid for the base course to which they pertain.
E. PREPARATION OF THE SUBBASE: Where a subbase is required, it shall meet the necessary requirements for surface and compaction and be stable enough to support equipment placing the base material without rutting or pumping. All defective portions shall be repaired and unsuitable material replaced with acceptable material.
F. PLACING MATERIALS:
1. CONTROL OF MIXTURES: The Engineer will determine the proportions of the various materials to be used in compounding the base, or subbase, or the basis of analysis of the components. If it becomes necessary to change the mix in order to ensure that the finished base will meet the requirements of these Specifications, the Engineer will require the necessary changes to be made.
2. MOISTURE CONTROL: The Contractor shall control the moisture content in accordance with the specified requirements for each type of base or subbase. The Contractor shall add water uniformly, allow it to evaporate or aerate, and roll the materials as often as necessary to control the moisture content within the limits specified. No separate payment will be made for adding water nor for aerating or rolling for this purpose, and the cost of controlling moisture content shall be included in the prices bid for the Pay Items to which they pertain.
3. NUMBER OF COURSES: The maximum thickness of base or subbase materials to be mixed or spread in one course will vary with the capacity of the equipment used and is subject to the Engineer's approval. In no case will the thickness exceed the requirements of Sub-Section 300.04.G.
4. WIDENING WORK: Where widening is being done under traffic the area excavated shall not exceed the area upon which base will be completed the same day. When widening is being done on both sides of a pavement on which traffic is being maintained, the Contractor shall
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stagger the operations in such a manner that the widening trench will not be open on both sides of the traffic lanes at the same time. All work shall conform to Section 150.

G. COMPACTION: All bases and subbases shall be compacted for the entire thickness to the specified maximum dry weight per cubic meter as determined by the method specified in the Section for each base or subbase. It is the Contractor's responsibility to obtain this compaction. If any base or subbase is more than 150 mm thick, it shall be constructed in accordance with the following table for layer thickness:

MATERIAL Topsoil, Sand-Clay, or Chert
Graded Aggregate Cement Stab. Gr. Aggregate Cement Stab. Soil Aggregate Sand Bituminous Soil-Cement

LAYER THICKNESS Two equal layers or one layer up to a maximum of 200 mm
" " " " One layer not to exceed 200 mm

H. SURFACE REQUIREMENTS: The Contractor is responsible for producing a surface which is smooth and uniform and which complies with the Specifications for the particular base or subbase being constructed. Any areas, small or large, which do not meet the requirements shall be corrected by removing or adding material or by other means satisfactory to the Engineer, including rebuilding where necessary.

I. REPAIR OR DEFECTS:

1. DURING CONSTRUCTION: If materials which do not meet these Specifications are placed on the roadway at any time during construction, the Contractor shall remove them and replace them with acceptable materials, and the cost of this removal and replacement shall be borne by the Contractor as a part of the Pay Item for the base or subbase being constructed.

2. AFTER CONSTRUCTION: If any areas of the completed base or subbase are defective, or become defective, at any time before the Work is accepted, including surface finish, thickness, or compaction, the defects shall be promptly corrected as soon as they are discovered. Where the base, subbase, or shoulders are deficient in thickness and it is determined that the subgrade elevation is high, the materials shall be removed, the subgrade lowered, and the course reconstructed in accordance with these Specifications. If job conditions permit, the Engineer may authorize that areas of the deficient thickness be corrected by raising the elevation of the surface or the course being constructed with additional materials. In other instances, the Engineer may determine that the defective portions shall be entirely removed, and the new material shall be mixed, spread, and compacted according to the Specifications. Except for stabilized bases or subbases, if any repairs less

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than 75 mm deep 'are to be made, the area shall be scarified to a depth of at least 75 mm and the new and old materials shall be mixed and compacted. Repairs of stabilized bases or subbases shall be made in accordance with Sections 301, 302, 310, or 316, whichever is applicable.
The cost of repairing such defects shall be borne by the Contractor.
J. BITUMINOUS PRIME: Bituminous prime will not be measured for separate payment. The cost of furnishing and applying bituminous prime in accordance with the applicable provisions of Section 412 shall be included in the Unit Price Bid for each individual Base Item.
300.05 QUALITY CONTROL: The Contractor will be responsible for the quality control of the mixture and the materials incorporated therein. Prior to the start of production of any mixture for the Project, the Contractor shall have calibrated, by scale weight, the electronic sensors, devices, or settings for proportioning all mixture ingredients. Proportioning of every ingredient shall be calibrated for all rates of production. The Contractor shall maintain a dated, written record of the most recent calibration which shall be available for the Engineer's inspection at all times. Such records shall be in the form of graphs, tables, charts, or mechanically prepared data. If the material changes, or if a component affecting the ingredient proportions has been repaired, replaced, or adjusted, the proportions shall be checked and recalibrated.
The quality control process shall include moisture verification of the mixture being produced; and performing checks on ingredient proportioning and truck weight verification as directed by the Engineer. The frequency of moisture tests shall be a minimum of one test per 350 Mg of mixture where applicable.
300.06 FIELD LABORATORY: Approval of central mixing plant for proportioning, batching, or mixing will be contingent upon the availability of a field laboratory meeting the requirements of Section 152 for the exclusive use of the Engineer or Inspector.

SECTION 301-S0ILCEMENT CONSTRUCTION

301.01 DESCRIPTION: This Work shall consist of a base, subbase, or shoulder course composed of soil, or mixture of soils, stabilized with Portland cement, constructed in accordance with these Specifications, and in reasonably close conformity with the lines, grades, and typical sections shown on the Plans or established by the Engineer.

All of the provisions of Section 300 apply to this Item.

301.02 MATERIALS: The materials to be used shall conform to the following Specifications:

Soil-Cement Material. Portland Cement Water

814.02 830.01 880.01

204

Fly Ash Cutback Asphalt, RC-30, RC-70, RC-250
or MC-30, MC-70, MC-250 Blotter Material (Sand)

301.04 831.03
821.01 .412.04.F.3

301.03 EQUIPMENT: All equipment used in constructing this Item shall meet the requirements of Sub-Section 300.03. All equipment necessary for the proper mixing and placing of the stabilized base shall be in proper working condition and shall be approved by the Engineer, both as to type and condition, prior to the start of construction operations. The Contractor shall at all times provide sufficient equipment to allow continuous prosecution of the Work and to ensure that the mixing, placing, and compaction operations are performed and completed within the time limits specified herein. All equipment shall be operated by experienced and capable personnel.
All of the applicable equipment as specified in Sub-Section 412.03 for Bituminous Prime shall be included in this Section.
301.04 CONSTRUCTION:
A. METHODS: This Specification is based on the mixed-in-place or central plant mix method. Plow, harrow, and blade mixing will not be permitted except insofar as the use of this equipment is needed to supplement the inplace or central plant mixing. Where the Plans and Proposals indicate that the material is to be paid for by the megagram, central plant mixing will be required. If the Work is to be paid for by the square meter, the Plans and Proposal will indicate a specified thickness and whether the mixed-in-place or central plant mixing method is to be used. Where payment is by the square meter and a roadway mixer is used, the Engineer will determine whether the materials in the roadbed are suitable for use. If materials in the roadbed are suitable for use, they shall be used without additional payment except the payment per square meter provided herein. If it is necessary to add other materials to those in the roadbed to meet the desired thickness or to modify the physical properties of the existing materials, these materials will be measured and paid for by the cubic meter.
B. FLY ASH: Where fly ash is specified as a filler in the soil-cement base, the fly ash shall meet the physical requirements of Sub-Section 831.03. Unless otherwise specified in the Contract, fly ash shall be used only in central mix construction. Application of the fly ash to the mix shall be in accordance with the procedures established in Sub-Sections 300.03.A. and 301.04.F.2.b. for cement. Fly ash will be measured and paid for in accordance with Sub-Sections 301.07 and 301.08, respectively.
C. WEATHER LIMITATIONS: Cement treated base or subbase shall not be mixed or placed when the weather will not permit the course tp be finished without interruption in the time specified, or when the moisture content of
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the soil to be used in the mixture exceeds the limits specified herein. Mixing shall not begin unless the air temperature is above 4C in the shade, and rising. The temperature of the soil to be used in the mixture and the subbase or subgrade shall be above 10C.
D. INTERRUPTION OF WORK: If the work is interrupted for more than two hours after the cement has been added or if rain increases the moisture content so that it is outside of the limits given in Sub-Section 301.04.H.2., that portion so affected shall be removed and replaced without additional cost to the Department.
E. PREPARATION OF THE SUBGRADE OR SUBBASE: If the base, subbase, or shoulders are to be composed entirely of new materials, whether mixed-inplace or central plant mixed, the subgrade or subbase shall be prepared as specified in Sub-Section 3oo.04.D. No material shall be placed on a muddy or frozen subgrade or subbase.
F. PROCESSING:
1. IN PLACE MIXING:
a. SOIL: Any additional soil needed shall be placed on the roadbed and spread Wliformly to the proper depth to obtain the specified thickness.
b. PULVERIZATION: The materials in the roadbed shall be loosened and pulverized for the width and depth to be stabilized. This Work shall be done without disturbing or damaging the Wlderlying subgrade. Pulverizing shall continue until 100 percent passes a 37.5 mm sieve and at least 80 percent of the soil, exclusive of any stone or gravel, will pass a 4.75 mm sieve. During pulverization, water shall be added if it is necessary to assist pulverization. All roots, sod, rocks exceeding 75 mm diameter, and all other harmful materials shall be removed.
c. MOISTURE ADJUSTMENTS: Immediately prior to spreading cement, the moisture content of the in-place material to be stabilized shall be adjusted to within 100 to 120 percent of optimum moisture.
d. CEMENT: The required amoWlt of Portland cement shall be uniformly spread with a mechanical spreader of the cyclone type, or equivalent, over the in-place material. The rate of application shall be such that the pOWlds spread shall be within 10 percent of the amount specified. Cement shall not be applied in puddles of water, or to soils with a moisture content greater than 120 percent of optimum, or on windy days when loss of cement due to wind is detrimental to the work.
If the cement content is above the 10 percent limit in the area to be mixed, the excess quantity will be deducted from the Contractor's pay for cement. If the cement content is below the 10 percent limit in the area to be mixed, the Contractor shall add additional cement to bring the affected area within the tolerance specified and recalibrate the spread rate of the mechanical spreader.
The Contractor shall regulate his operations such that the application
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301.04
of cement will be limited to sections of such size that all the compacting and finishing operations specified in Sub-Section 301.04.H. can be completed within the time limits specified.
No equipment, except that used in spreading and mixing, will be allowed to pass over the spread cement, and this shall be operated in such a manner as to avoid displacement of cement.
Cement which has been damaged by hydration due to rain, prior to, or during the mixing operations; or which has been damaged while spread contrary to the above mentioned requirements; or which has been displaced by the Contractor's equipment or other traffic, shall be replaced by the Contractor at no additional cost to the Department.
e. MIXING: If the mixing plant to be used requires that the material be windrowed, this shall be done uniformly. Otherwise, the material shall be shaped to the proper line, grade, and cross section before mixing.
Mixing may be done by either of the roadmix methods contained in Sub-Section 301.04.F.1.f. Mixing shall begin as soon as practical after the cement is spread and shall continue until a homogeneous and uniform mixture is produced. If the equipment used does not produce a homogeneous and uniform mixture meeting these Specifications, the Engineer will require the Contractor to make whatever changes are necessary to accomplish this result.
f. ROAD METHODS:
(1) MULTIPLE PASS MIXING: After the cement has been spread, it shall be mixed with the material to be treated which has been adjusted for moisture as in Sub-Section 301.04.F.1.c. Mixing shall continue by successive passes until a uniform mixture of cement and soil, or soil-aggregate, is obtained.
Immediately after preliminary mixing of cement and soil, or soilaggregate, additional water shall be uniformly applied as needed to maintain or bring the mixture to within the moisture requirements of Sub-Section 301.04.F.1.c. and incorporated uniformly into the mixture for the full depth.
After the last increment of water has been applied, mixing shall continue as necessary until a thorough and uniform mixture of materials has been obtained for the full depth of the course.
(2) TRAVELING PLANT MIXING: After the cement has been spread it shall be mixed with an approved traveling plant mixer. Such mixer shall pick up the full depth of material to be mixed from the windrow on the roadbed onto the bottom shell, or pan, and mix at such a speed that a uniform mixture of soil, cement, and water will result. Water shall be applied through a water metering device on the plant such that the proper amount of water is uniformly distributed to the loose material on the shell, or pan, and in such a manner that the formation of cement balls does not occur. The mixer shall
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301.04
continue to mix the cement and water with all the material to be treated in one simultaneous and continuous operation. The mixture shall meet all the requirements of the Contract and shall be of sufficient quantity to produce, after final compaction, a course within allowable tolerances.
g. COMPACTING AND FINISHING: Compacting and finishing shall be in accordance with Sub-Section 301.04.H.
2. CENTRAL PLANT MIXING:
a. SOIL: All soil shall be pulverized before introducing into the mixer until 100 percent passes a 37.5 mm sieve and at least 80 percent of the soil, exclusive of any stone or gravel, will pass a 4.75 mm sieve.
b. CEMENT: Cement shall be measured by weight and shall be uniformly incorporated into the mixture. The cement incorporated per megagram of soil shall be within 5 percent of the amount prescribed by the Engineer.
When the cement content exceeds the specified tolerance, the cement in excess of the tolerance will be deducted from the Contractor's pay for cement. When the cement content is less than the specified tolerance, the Engineer will evaluate the affected area for 7 days. The Contractor will correct any areas of base with deficient strength as defined in Sub-Section 301.06 at his expense regardless of the percent compaction achieved. This also applies to the test section described in Sub-Section 301.04.H.3.
Quantities of cement used in calibrating the plant will also be deducted from the Contractor's pay for cement.
c. MIXING: The soil, cement, and water, if needed, shall be measured separately and accurately to the proportions in which they are to be mixed and shall be charged into the mixer together. Mixing shall begin immediately and continue until a homogeneous and uniform mixture is produced. If the final blend of materials is not homogeneously mixed or within the moisture range given in Sub-Section 301.04.H.2., plant operations shall be ceased until adjustments can be made in the plant and/or materials to correct the problem.
d. HAULING: The maximum haul time for soil-cement material shall be such that the material can be delivered to the Project and spread so that compaction can begin within 45 minutes after the soil, cement, and water have been charged into the mixer. Each haul vehicle shall use a waterproof cover large enough to extend down over the sides and end of the bed far enough to protect the mixture in transit, and shall be fastened securely.
e. SPREADING: The soil-cement mixture shall be spread with an approved mixture spreader as specified in Sub-Section 300.03.D. to obtain the specified thickness. The mixture shall be so placed that trucks or other construction equipment, including motor graders, do not
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301.04
travel over the material already placed until the mixture has received the initial passes by compaction equipment.
No more than 30 minutes shall elapse between the placement of cement treated material in adjacent lanes at any location, except where longitudinal joints are specified.
G. THICKNESS OF COURSE: The maximum design thickness of soil-cement base shall be 200 mm compacted. The full design thickness shall be placed in one course and compacted as specified in Sub-Section 301.04.H. Two layer construction will not be permitted.
H. COMPACTING AND FINISHING:
1. TIME LIMITS: The Contractor shall regulate the operations such that compaction begins within 45 minutes after the time water is added to the soil-cement mixture and shall be completed within 2 hours. All operations from the addition of cement to finished surface shall be completed in 4 hours.
2. MOISTURE CONTROL: The moisture content of the mixture during compaction shall be uniform and between 100 and 120 percent of the optimum moisture content. If, at any time, the moisture content exceeds the tolerance specified, the Contractor shall cease operations immediately and make whatever adjustments are necessary to bring the moisture content back into tolerance. Materials that "pump" under construction traffic, regardless of the moisture content, will not be allowed.
3. TEST SECTION: The first section of each soil-cement base course constructed shall serve as a test section. The length of the test section shall be not less than 100 m nor more than 150 m for the designated width. Prior to constructing the test section, the Contractor shall submit to the Engineer a Construction Work Plan indicating the type equipment and compacting procedures proposed for use. If the Engineer concurs, the Work Plan will be evaluated by the Engineer during construction of the test section with respect to compaction, moisture, homogeneity of mixture, thickness of course, and laminations or compaction planes (scabbing). In the event the Engineer determines that the Work Plan is not satisfactory, he shall direct the Contractor to revise the compaction procedure and augment or replace equipment, as necessary, to assure work completed in accordance with the Specifications.
4. ADDITIONAL COMPACTION REQUIREMENTS:
a. The compaction requirement for soil-cement base, subbase, or shoulder course shall be a minimum of 98 percent of the maximum dry density as determined in Sub-Section 301.04.H.6.
b. The Contractor shall regulate the construction procedures such that no vibratory compaction will be performed on materials that are more than Ph hours old from the time the cement was added to the mixture.
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301.04
c. After the mixture has been uniformly compacted, the surface shall be fine graded to line, grade, and cross section. The loosened material accumulated during this process shall be wasted and in no case shall thin layers of cement treated materials be used in order to conform to cross sectional or grade requirements. The finished surface shall be rolled with a pneumatic-tired roller, until the surface is smooth, closely knit, free from cracks, and conforming to the proper line, grade, and cross section. The Engineer may direct that light application of water be added to the finished surface, if needed, to aid in sealing the completed base and preparing the surface for priming.
d. At all places not accessible to the roller, the required compaction shall be secured by means of mechanical tampers approved by the Engineer. The same compaction requirements as stated above apply.
5. ADDITIONAL FINISHING REQUIREMENTS: The surface of the cement stabilized subbase for Portland Cement concrete pavement or the cement stabilized base for asphaltic concrete pavement shall be fine graded with the automatically controlled screed equipment described in Sub-Section 300.03.H. This fine grading operation shall be controlled by sensing wires or a taut stringline furnished, installed, and maintained by the Contractor as a part of this Pay Item. The fine grading operation shall be done immediately after the placing and compacting operations and the subbase shall then again be rolled in accordance with SubSection 301.04.HA.c.
6. TESTS:
a. COMPACTION: For central plant mix construction, the maximum dry density will be determined from representative samples of the material being compacted by GDT 19 (AASHTO T 134). For mixed-inplace construction, the maximum dry density will be determined in accordance with GDT 19 or GDT 67.
Determination of the in-place density of the cement stabilized base, subbase, or shoulders will be made as soon as possible after compaction, but at least before the cement has set. In-place density shall be determined in accordance with GDT 20, GTD 21, or GDT 59, whichever is applicable.
b. FINISHED SURFACE: The finished surface ofthe cement stabilized base, subbase, or shoulder course shall be checked transversely with a template cut true to the required cross section and set with a spirit level on nonsuperelevated sections, or by a system or ordinates measured from a stringline, or surveyor's level. The surface shall also be checked with a 4.5 m straightedge placed parallel to the centerline. Ordinates measured from the bottom of the template, stringline, straightedge, or rod reading to the surface shall not exceed 6 mm at any point. Any variations found in excess of these requirements shall be immediately corrected as specified in Sub-Section 300.04.H.
I. CONSTRUCTION JOINTS: At the end of each day's construction, or if the
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301.05
Work is interrupted such that the material cannot be compacted within the time limit specified in Sub-Section 301.04.H.l, a straight transverse joint shall be formed by cutting back into the Completed Work to form a true vertical face, free of loose or shattered material. The joint shall be formed at least 600 mm from where the strike-off plate of the spreader comes to rest at the end of the day's work, or the point of interruption.
If the soil-cement mixture is being placed over a large area where it is impractical to complete the full width during the course of a day's work, a longitudinal joint shall be formed as described above. The distance to which the joint is cut back into the Work will be such that loose or shattered material is excluded.
Material removed from the compacted base shall be wasted and not reused in the Work.
J. PRIME: Bituminous prime shall be applied to the finished surface of the base course as soon as deemed practical by the Engineer. The entire surface shall be kept continuously moist until the prime is applied. If weather delays application of the prime, it shall be applied as soon as the surface moisture reaches optimum by visual inspection. In no case shall the surface be allowed to become dry prior to priming. Application of the prime shall be in accordance with Section 412 of the Standard Specifications.
K OPENING TO TRAFFIC: No heavy traffic or equipment shall be permitted to operate on the finished base, subbase, or shoulders, nor, without adequate protection, to cross until at least seven days after it has been primed. Light weight traffic shall not be permitted for at least 48 hours nor until the prime has hardened enough so that it does not pick up under traffic. Mter seven days, heavy equipment will not be allowed on the finished base or subbase if the average axle load of the equipment exceeds 9 Mg. Any failures that develop as a result of traffic shall be corrected by the Contractor at no additional cost to the Department.
L. PROTECTION OF COURSE: Base, subbase or shoulder course constructed under these Specifications shall be covered with the next base or pavement course within 30 days after the material is compacted and finished.
301.05 THICKNESS TOLERANCES:
A. THICKNESS MEASUREMENTS: The thickness of the base, subbase, or shoulder course shall be determined by making as many checks as necessary to determine the average thickness. Thickness requirements apply to shoulder construction where the Plans specify a uniform thickness, or where the shoulders are to be surfaced.
B. DEFICIENT THICKNESS: If any measurement is deficient in thickness more than 13 mm, additional measurements will be made to determine the area of deficient thickness. Any area deficient in thickness by more than 13 mm, but not more than 25 mm, shall be corrected to the design thickness by applying Asphaltic Concrete "F" or shall be removed to the full depth of the course and reconstructed to the required thickness in accordance with
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301.06
these Specifications, or shall remain in place and the quantity of materials, and area (if the course is mixed-in-place) in the deficient area will be measured and paid for at one-half (liz) the Contract Unit Price.
Any area deficient in thickness by more than 25 mm shall be corrected by applying Asphaltic Concrete "F" or shall be removed to the full depth of the course and reconstructed to the required thickness in accordance with these Specifications. Where the unit of payment is megagrams, payment for Asphaltic Concrete "F" applied to correct deficiencies will be made at the Contract Unit Price applicable to the course being corrected and payment for additional material used in reconstructing an area removed shall be made at the Contract Unit Price, but the material removed shall be deducted from payment. Where the unit of payment for the particular course is square meters with unit of payment for materials in cubic meters, payment for either Asphaltic Concrete "F" or additional soil-cement material will be made only at the Contract Unit Price per cubic meter for soil-cement materiaL Where the unit of payment is square meters no payment will be made for additional material required to correct deficiencies nor will payment be made for removing and reconstructing the deficient work.
C. AVERAGE THICKNESS: The average thickness per linear kilometer shall be determined from all measurements within the kilometer increments, excepting the areas deficient by more than 13 mm and not corrected. The average thickness shall be not more than 13 mm in excess of the specified thickness. If the unit of payment is megagrams or cubic meters and the average thickness for any kilometer increment exceeds the allowable 13 mm tolerance, deduction will be made for the Contractor's payments for the excess quantity in that increment. The excess quantity shall be calculated from the average thickness exceeding the allowable 13 mm tolerance times the surface area of the base, subbase, or shoulders, as applicable. If the unit of payment is square meters, no deduction will be made for excess thickness.
301.06 STRENGTH AND COMPACTION TOLERANCES:
A. STRENGTH: The strength requirement for soil cement base, subbase or shoulder course shall be a minimum of 2070 kPa as determined from the unconfined compressive strength test of cores secured from the completed course. If any strength test falls below 2070 kPa, the affected area will be isolated by securing additional cores. The average of all compressive strengths in the affected area shall be the basis for corrective work which shall be in accordance with Table I or as directed by the Engineer.
B. COMPACTION: The compaction requirement for soil cement base, subbase or shoulder course shall be a minimum of 98 percent of the specified theoretical density. If any compaction test falls below 98 percent, the area represented by the test will be cored and tested after seven days for compressive strength determination. Ifthe strength is 2070 kPa or greater,
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no correction will be required. If the strength is less than 2100 kPa, the affected area will be isolated by obtaining additional cores. The average of all compressive strengths in the affected area shall be the basis for corrective work which shall be in accordance with Table I.

TABLE I STRENGTH CORRECTION CHART

COMPRESSIVE STRENGTH

CORRECTION WORK

2100 kPa or greater

None

1700 kPa but less than 2100 kPa 1400 kPa but less than 1700 kPa 1000 kPa but less than 1400 kPa

150 mm & 200 mm Base - Add 30 kg/m2 Asphaltic Base
150 mm Base - Add 60 kg/m2 Asphaltic Concrete
200 mm Base - Add 75 kg/m2 Asphaltic Concrete
150 mm Base - Add 80 kg/m2 Asphaltic Concrete
200 mm Base - Add 110 kg/m2 Asphaltic Concrete

Less than 1000 kPa

Reconstruct Affected Area

In no case shall the length of a corrected area requiring asphaltic
concrete be less than 45 m. All Corrective Work requiring asphaltic concrete shall be done at no
additional cost to the Department.

301.07 MEASUREMENT:

A SOIL-CEMENT MATERIAL: For mixed-in-place construction, if it is necessary to add other materials to those in the roadbed, or to build up the base, subbase, or shoulders entirely with new material, soil-cement material will be measured by the cubic meter, loose volume, as specified in Section 109.

B. SOIL-CEMENT STABILIZED BASE, SUBBASE AND SHOULDER COURSE: Where specified for payment by the square meter, the length will be measured on the surface along the centerline, and the width will be that specified on the Plans. Irregular areas, such as turnouts and intersections, will be measured by the square meter. Where specified for payment by the
megagram, the Soil-Cement Stabilized Base, Subbase, and Shoulder Course material will be measured in megagrams, as mixed and accepted. The actual weight will be determined by weighing on the required motor truck scale,
each loaded vehicle as the material is hauled to the roadway. The actual weight will be the pay weight and no deduction will be made for the weight of
the cement.

C. PORTLAND CEMENT: Portland Cement will be measured by the megagram.

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301.08

D. FLY ASH: Fly Ash will be measured by the megagram.
E. PRIME: Bituminous Prime will not be measured for separate payment. The cost of furnishing and applying Bituminous Prime in accordance with the applicable provisions of Section 412 shall be included in the Unit Price Bid for each individual base item.
F. UNSUITABLE MATERIAL: Unsuitable Material removed will be measured and paid for as Roadway Excavation-Unclassified, Section 205.

301.08 PAYMENT:

A SOIL-CEMENT MATERIAL: Where in-place mixing is done and it is necessary to add other materials to those in the roadbed or to build up the
base, subbase, and shoulders entirely with new materials, the soil-cement material added, in place and accepted, will be paid for at the Contract Price per cubic meter, which shall be full compensation for furnishing the material, mixing in the pit, for all loading, unloading, spreading, and hauling.

B. SOIL CEMENT-STABILIZED BASE, SUBBASE, AND SHOULDER COURSE: Where specified, Soil-Cement Stabilized Base, Subbase, and Shoulder Course, complete in place and accepted, will be paid for at the Contract Price per square meter, which shall be full compensation for preparation of the roadbed, for mixing on the road, for shaping, pulverizing, watering, compaction, repair of all defects, and for maintenance.

C. PRE-MIXED SOIL-CEMENT STABILIZED BASE, SUBBASE, and SHOULDER COURSE: Where specified, Pre-Mixed Soil-Cement Stabilized Base, Subbase, and Shoulder Course, complete in place and accepted, will be paid for at the Contract Price per megagram or per square meter, which shall be full compensation for preparation of the roadbed, for all materials except Portland Cement, and for loading, unloading, hauling, mixing, spreading, watering, rolling, shaping, and maintaining.

D. PORTLAND CEMENT: Portland Cement will be paid for at the Contract Price per megagram which shall be full payment for furnishing, hauling, and applying the material. Only Portland Cement incorporated in the finished course will be paid for, and no payment will be made for cement used to correct defects due to the Contractor's negligence, faulty equipment, or plant calibration.

E. FLY ASH: Fly Ash will be paid for at the Contract Price per megagram, which shall be full compensation for hauling and applying the material. Only Fly Ash incorporated into the finished course will be paid for and no payment will be made for Fly Ash used to correct defects due to the Contractor's negligence, faulty equipment, or plant calibration.

Payment will be made under:

Item No. 301. Soil-Cement Material- Including Material

and Haul

per Cubic Meter

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302.04

Item No. 301. Soil-Cement Stabilized (Base, Subbase, Shoulder

Course) _ _mm

per Square Meter

Item No. 301. Pre-Mixed Soil-Cement Stabilized (Base, Subbase,

Shoulder) Course - Including Material and

Haul

per Megagram or per Square Meter

Item No. 301. Pre-Mixed Soil-Cement Stabilized Base and Shoulder

Course - Including Material and

Haul

per Megagram or per Square Meter

Item No. 301. Portland Cement

per Megagram

Item No. 301. Fly Ash

per Megagram

SECTION 302-SAND BITUMINOUS STABILIZED BASE COURSE

302.01 DESCRIPTION: This Work shall consist of a base course composed of sands, or mixture of sands, stabilized with bituminous materials, constructed in accordance with these Specifications, and in reasonably close conformity with the lines, grades, and typical cross sections shown on the Plans or established by the Engineer.
All of the provisions of Section 300 apply to this Item.

302.02 MATERIALS: The materials to be used and the Specifications for them are listed below:

Sand for Bituminous Base RC-800

814.03 821.01

Bituminous Prime: Cutback Asphalt, RC-30, RC-70, RC-250, or MC-30, MC-70, MC-250 Emulsified Asphalt, EAP-1. Cutback Asphalt Emulsion, CBAE-2 Blotter Materials (Sand)

821.01 822.01 823.01 ..412.04.F.3.

NOTE: The sand shall, when combined with the bituminous material, produce a resistance to plastic flow of 90 kg minimum when tested in accordance with ASTM D 1138 and have a maximum 7 day absorption of 4% when tested according to GDT 8, ''Method ofTest for Absorption (Sand-Bituminous)."

302.03 EQUIPMENT: All equipment necessary for the proper construction of the base course shall be on the Project and in satisfactory condition before construction will be permitted to begin. All of the applicable equipment specified in Sub-Section 412.03 for Bituminous Prime shall be included in this Section.

302.04 CONSTRUCTION:

A. METHODS: This Specification is based on the traveling or central plant mix method, and plow and harrow mixing will not be permitted except for
the aeration required (Sub-Section 302.04.G.2.). Mixing shall be done in a traveling plant or a central plant, and in the latter case, the base material

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302.04
shall be spread with a mechanical spreader. Where the Plans and Proposal indicate that the soil bituminous
stabilized base course is to be paid for by the megagram, central plant mixing will be required. Mixing, spreading, and compaction shall be in accordance with Section 400 except that a test strip and the requirements of Table 400.07.B.1. shall not apply.
Where the Plans and Proposal indicate that the sand-bituminous stabilized base course is to be paid for by the square meter, mixing may be performed in-place, then placed on a prepared subgrade or subbase.
Where in-place operations are used, the Engineer will determine whether the materials in the roadbed are suitable for use. All unsuitable material shall be removed, and all new materials required shall have been approved before use. If materials in the roadbed are satisfactory for use, they shall be used without additional measurement or payment, except the payment per square meter provided herein. If it is necessary to add other materials to those in the roadbed or to build up the base entirely with new materials, these materials will be measured and paid for by the cubic meter.
Where sand-bituminous stabilized base course is used for widening, the provisions of this Specification will govern, except that a central plant will be required for mixing, and suitable special rollers will be required for compaction.
B. TEMPERATURE LIMITATIONS: The bituminous materials shall not be applied when the air temperature is less than 15C in the shade, nor when the temperature of either the subgrade, subbase, or soil to be used in the mixture is below lOoC.
C. PREPARATION OF THE ROADBED:
1. MATERIALS IN THE ROADBED TO BE USED: If all, or any part, of the materials in the roadbed are suitable for use in construction of the base when mixed-in-place construction is to be done, the roadbed shall be loosened by scarifying to the full width and depth of the material to be used in the base plus 600 mm on each side in preparation for its proper pulverization which is to follow:
2. BASE TO BE BUILT OF NEW MATERIALS: If the base is to be composed entirely of new materials, the subgrade or subbase shall be prepared as specified in Sub-Section 300.04. If new materials are to be added to those in place, they shall be thoroughly mixed before ,bituminous material is added and this mixing shall be done as a part ofthis Pay Item.
D. PROCESSING:
1. IN-PLACE MIXING:
a. SOIL: Any additional soil needed shall be placed on the roadbed and spread uniformly to the proper depth to obtain the specified thickness of finished base. No base material shall be placed on a muddy or frozen subgrade or subbase.
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302.04

b. PULVERIZATION: The materials in the roadbed shall be loosened and pulverized for the width and depth ofthe material to be stabilized, but this work shall be done without disturbing or damaging the underlying subgrade. Pulverization shall continue until 100% passes the 37.5 mm and at least 80% of the soil, exclusive of any stone or gravel, will pass a 4.75 mm sieve. During pulverization, water shall be added, if it is necessary, to assist pulverization.
All roots, sod, or rock more than 75 mm in diameter, and all other harmful materials shall be removed.

c. MOISTURE CONTENT: The moisture content of the pulverized base material shall be adjusted under the direction of the Engineer. The pulverization of the base materials shall continue until the moisture is uniform. The moisture content during mixing shall be within 2% to 8% by weight of the soil before the bituminous materials are added. The water shall be added at the mixer, through accurate gauging devices.

d. APPLICATION OF BITUMINOUS MATERIAL: After the roadbed material has been adjusted for moisture content and shaped to the required grade and cross section, the bituminous material shall be applied. The temperature of the bituminous materials shall be so adjusted that it will be distributed uniformly, and it shall be within the
ranges specified below:

TEMPERATURES FOR APPLYING BITUMINOUS MATERIAL FOR SAND-BITUMINOUS STABILIZED BASE COURSES

Min. Temp.

Max Temp.

Bituminous Materials:

Cutback Asphalt RC-800

70C

100C

e. SHAPING: If the mixing plant to be used requires that the material be windrowed, this shall be done uniformly. Otherwise, the material shall be shaped to the proper line, grade, and cross section.

MIXING: Mixing shall be carried on in successive sections so that the roadway can be compacted for its full width in one operation. Mixing shall continue until a homogeneous and uniform mixture is produced.

2. CENTRAL PLANT MIXING:

a. SOIL: Local material shall be thoroughly mixed and pulverized in the pit until 100% passes a 37.5 mm sieve and at least 80% of the soil, exclusive of any stone or gravel, will pass a 4.75 mm sieve.

b. MOISTURE CONTENT: The moisture content of the pulverized base material will be adjusted in accordance with Sub-Section 302.04.D.1.c.

c. MIXING: The sand-bituminous material and water, if required, shall be measured separately and accurately to the proportions in which they are to be mixed and shall be charged into the mixer together. Mixing shall begin immediately and continue until a homogeneous and uniform

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302.04
mixture is produced. The temperature of the bituminous material shall be as specified in Sub-Section 302.04.D.1.d.
d. SPREADING: The sand-bituminous mixture shall be spread uniformly by means of approved mixture spreaders to the proper depth to obtain the specified thickness of the finished base. No sandbituminous material shall be placed on a muddy subgrade or subbase.
E. QUANTITY OF BITUMINOUS MATERIAL: The quantity of bituminous material required will be determined by the Engineer, based on Laboratory tests. When this quantity has been established, the material shall be applied uniformly, within 5 percent of the quantity required. If the excess of the bituminous material applied to any section is more than 5 percent, only the 5 percent excess will be paid for. If the excess is considered to be detrimental, the section shall be removed and reconstructed. If the shortage of bituminous material is more than 5 percent, the Contractor shall apply additional bituminous material, and the course shall be remixed and again properly compacted. The cost of the reapplication, remixing, and compaction shall be borne by the Contractor as a part of this Pay Item.
F. EXTENT OF APPLICATION: The extent of application of the bituminous material shall be so regulated that the aeration and compaction can begin immediately after mixing.
G. MIXING:
1. PREPARING MIXTURE FOR COMPACTION: Mter mixing has been done, the base shall be shaped to line, grade, and cross section.
2. AERATION: Aeration, if necessary, shall be started as soon as the length of prepared base is enough to permit the operation of equipment used in aeration. This Work shall consist of loosening and turning the mixture with harrows and blades, or other equivalent equipment, until the volatile solvents and the water have evaporated and the mixture begins to be tacky. Aeration shall continue until the point of tackiness is reached, but if the Work is threatened by rain, the surface shall be rolled enough to exclude as much rainwater as possible. In this event, aeration shall resume as soon as the weather permits.
3. THICKNESS OF COURSES: The maximum thickness to be laid in one course shall be 200 mm. The Contractor will be allowed to lay the maximum thickness if the specified compaction is obtained; otherwise, he will be required to lay the base in more than one course.
H. COMPACTING AND FINISHING:
1. COMPACTION: Compaction shall begin as soon as the condition of the material and the weather permit. The base shall be brought to line, grade, and cross section and rolled until the full thickness of the course has been compacted to 95 percent of the maximum dry density of the sand without bituminous material.
a. ONE COURSE CONSTRUCTION: After the base has been compacted,
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302.04
the surface shall again be shaped to line, grade, and cross section. The surface shall then be rolled with a pneumatic-tired roller and finally with a steel wheel roller, beginning at the edges and working toward the center, until the surface is smooth, closely knit, free from cracks, conforming to the proper line, grade, and cross section, within the limits specified. Defects, if any, shall be corrected as specified in Sub-Section 300.04.1.
b. MULTIPLE COURSE CONSTRUCTION: After the first course has been compacted, the surface shall again be shaped to line, grade, and cross section. Without further rolling, the second and succeeding courses shall be spread and compacted as previously described. When the base has been constructed to its full depth, the surface shall be finished in accordance with the procedure specified for one course construction.
c. IRREGULAR AREAS: At all places not accessible to the roller, the required compaction shall be secured by means of mechanical tampers approved by the Engineer. The same density requirements as stated above apply.
2. TESTS:
a. COMPACTION: The maximum dry density will be determined from representative samples of the material before the addition of the bituminous material by GDT 7 or GDT 67. Determination of the in-place density of the base shall be made in accordance with AASHTO T 191 or GDT59.
b. FINISHED SURFACE: The finished surface of the base, subbase, or shoulder course shall be checked transversely with a template cut true to the required cross section and set with a spirit level on nonsuperelevated sections, or by a system of ordinates measured from a stringline, or with a surveyor's level. It shall also be checked with a 4.5 m straightedge placed parallel to the centerline. Ordinates measured from the bottom of the template, stringline, or straightedge to the surface shall not exceed 6 mm at any point, nor shall the rod readings deviate more than 6 mm from the required readings. Any variations found in excess of these requirements shall be immediately corrected as specified in Sub-Section 300.04.1.
1. APPLICATION OF PRIME: When the base has been completed in accordance with the Specifications, bituminous prime shall be applied in accordance with Section 412.
J. PRESERVATION OF BASE: The Contractor shall maintain the base in a smooth and acceptable condition until it is covered by other construction. The repairs specified in Sub-Section 300.04.1. shall be made whenever defects appear. The preservation of the base here specified does not relieve the Contractor of his general duty to maintain the Work until it is accepted as specified in Section 105, Control of the Work.
219

302.05
302.05 THICKNESS TOLERANCES:
A. THICKNESS MEASUREMENTS: The thickness of the base course shall be determined by making as many checks as necessary to determine the average thickness.
B. DEFICIENT THICKNESS: If any measurement is deficient in thickness more than 13 mm, additional measurements will be made to determine the area of deficient thickness. Any area deficient in thickness by more than 13 mm, but not more than 25 mm, shall be corrected to the design thickness by applying Asphaltic Concrete "F" or shall remain in-place and the quantity of material and area, if the base is mixed in-place, shall be measured and paid for at one-half the Contract Unit Price. Any area deficient in thickness by more than 25 mm shall be corrected by applying Asphaltic Concrete "F" or shall be removed to the full depth of the base and reconstructed to the required thickness in accordance with the Specifications. Where the unit of payment is cubic meters or megagrams, payment for Asphaltic Concrete "F' applied to correct deficiencies will be made at the Contract Unit Price applicable to the base being corrected. Payment for additional base used in reconstructing an area removed shall be made at the Contract Unit Price, but the base removed shall be deducted from payment. Where the unit of payment is square meters, no payment will be made for additional material required to correct deficiencies, nor will payment be made for removing and reconstructing the deficient Work.
C. AVERAGE THICKNESS: The average thickness per linear kilometer shall be determined from all measurements within the kilometer increments, excepting the areas deficient by more than 13 mm and not corrected. The average thickness shall be not more than 13 mm in excess of the specified thickness. If the unit of payment is cubic meters or megagrams, and the average thickness for any kilometer increment exceeds the allowable 13 mm tolerance, deduction will be made from the Contractor's payments for the excess quantity in that increment. The excess quantity shall be calculated from the average thickness exceeding the allowable 13 mm tolerance times the surface area of the base. If the unit of payment is square meters, no deduction will be made for excess thickness.
302.06 MEASUREMENT:
A. SAND-BITUMINOUS STABILIZED BASE COURSE MATERIAL: For mixed-in-place construction, if it is necessary to add other materials to those in the roadbed or to build up the base entirely with new material, base course material will be measured by the cubic meter, loose volume, as specified in Section 109.
B. SAND-BITUMINOUS STABILIZED BASE COURSE: Where specified for payment by the square meter in-place, the length will be measured along the centerline, and the width will be that specified on the Plans. Irregular areas, such as turnouts and intersections, will be measured by the square meter.
220

302.07

Where specified for payment by the megagram, the Sand-Bituminous Stabilized Base Course Material will be measured in megagrams as mixed and accepted.
The actual weight will be determined by weighing each loaded vehicle on the required motor truck scale as the material is hauled to the roadway. The actual weight will be the pay weight and no deduction will be made for the weight of the bituminous material.

C. BITUMINOUS MATERIAL: The Bituminous Materials, applied and accepted, will be measured as specified in Section 109. No separate measurement or payment will be made for Bituminous Prime.

D. UNSUITABLE MATERIAL: Unsuitable Material removed will be measured and paid for as Roadway Excavation - Unclassified.

302.07 PAYMENT:

A. BASE COURSE MATERIAL: Sand-Bituminous Stabilized Base Course materials, in place and accepted, will be paid for at the Contract Unit Price per cubic meter, which shall be full compensation for furnishing the material where specified in the Pay Item, mixing in the pit, for all loading,
unloading, spreading as here specified, and for hauling where specified in the Pay Item.

B. SAND-BITUMINOUS STABILIZED BASE COURSE: Sand-Bituminous Stabilized Base Course, complete in place and accepted, will be paid for at the Contract Unit Price per square meter, which shall be full compensation for preparation of the roadbed, for mixing on the road, shaping, pulverizing, hauling, water, compaction, repair of all defects, and maintenance.

C. SAND-BITUMINOUS STABILIZED BASE COURSE PRE-MIXED: SandBituminous Stabilized Base Course, complete in place and accepted, will be paid for at the Contract Unit Price per megagram or per square meter, which shall be full compensation for preparation of the roadbed, for all materials except bituminous materials, and for loading, unloading, all hauling, mixing, spreading, watering, rolling, shaping, and maintenance.

D. BITUMINOUS MATERIAL: The number of liters of Bituminous Material, except that required under these Specifications to be furnished by the Contractor under Sub-Section 302.04.E. and except that used as Bituminous Prime, will be paid for at the Contract Unit Price per liter, complete in place, which shall be full compensation for furnishing, hauling, heating, and applying the material, and for repairs and maintenance.

Payment will be made under:

Item No. 302. Sand-Bituminous Stabilized Base Course Material,

Including Material and Haul

per Cubic Meter

Item No. 302. Sand-Bituminous Stabilized Base Course Material,

Including Haul...

per Cubic Meter

Item No. 302 Sand-Bituminous Stabilized Base Course,

_ _mm

per Square Meter

221

303.01

Item No. 302. Pre-Mixed Sand-Bituminous Stabilized Base Course,

Including Material.. per Megagram or per Square Meter

Item No. 302. Bituminous Materials

:

per Liter

SECTION 803-TOPSOIL, SAND-CLAY OR CHERT CONSTRUCTION

303.01 DESCRIPTION: This Work shall consist of a base, subbase or shoulder course of Topsoil, Sand-Clay or Chert, stabilized with aggregate, where required, constructed in accordance with these Specifications and in reasonably close conformity with the lines, grades and typical cross-sections shown on the Plans or established by the Engineer.
All of the provisions of Section 300 apply to this Item.

303.02 MATERIALS: The materials to be used and the Specifications for them are listed below:

Topsoil or Sand-Clay

Stabilizer Aggregates

(Type as Specified)

Chert

Cutback Asphalt, RC-30, RC-70, RC-250 or

MC-30, MC-70, MC-250

Cutback Asphalt Emulsion, CBAE-2

Blotter Material (Sand)

814.01 803. 814.04
821.01 823.01 412.04.F.3.

303.03 EQUIPMENT: All equipment necessary for the proper construction shall be on the Project and in satisfactory condition before construction will be permitted to begin. All of the applicable equipment as specified in Sub-Section 412.03 for Bituminous Prime shall be included in this Section.

303.04 CONSTRUCTION: This Specification is based on the traveling plant or plow, harrow and blade method of mixing materials.

A MATERIALS IN THE ROADBED: The Engineer will determine whether the materials in the roadbed are suitable for use. All unsuitable materials shall be removed and all new materials required shall be approved before use. If materials in the roadbed are satisfactory for use as shown by tests and approved by the Engineer, they shall be mixed, shaped and finished in accordance with the Specifications.

B. SOURCES OF INGREDIENTS FOR BLENDING: When an ingredient is necessary in addition to those naturally present in the roadbed or in any approved source of base, subbase or shoulder material, it shall be obtained from sources approved by the Engineer. All of the conditions given in Section 106 shall govern for approved sources of ingredients for blending.

C. PREPARATION OF THE ROADBED: If the base, subbase, or shoulder construction is to be composed entirely of new materials, the subgrade or subbase shall be prepared as specified in Sub-Section 300.04.D. No

222

303.04
materials shall be placed on a muddy or frozen subgrade or subbase.
D. PLACING AND MIXING: The provisions of Sub-Section 300.04.C. applying to mixing and control of materials apply. The materials shall be handled and placed carefully to prevent segregation ofthe fine and coarse materials.
1. METHOD OF PLACING: The method of placing the material on the roadbed depends on the sources of the material. If only one kind of material is to be placed on the prepared subgrade or subbase or added to those in the roadbed to obtain the required mixture, the materials shall be dumped directly on the prepared roadbed and distributed uniformly. If the materials from more than one outside source must be mixed together, the materials shall be spread in separate layers to the proper depth. The methods described apply to each separate course, if the base is laid in more than one course.
If the topsoil or sand-clay is to be made from artificial mixtures, the proper proportions of the required ingredients shall be placed on the roadbed and distributed uniformly.
2. AMOUNT TO BE SPREAD: The extent of the material spread on the roadbed before it is mixed shall not be more than 750 m, except when the material is too wet to be mixed, in which case the Engineer may permit additional material to be placed. In all cases, mixing shall be done as soon as the moisture content is proper for mixing.
3. MIXING: Mter the material has been placed, weather and moisture conditions permitting, it shall be mixed by plowing, harrowing and blading, or by a traveling plant. The material shall be plowed to its full depth, without disturbing the underlying subgrade or subbase, and then harrowed with a disc harrow. The plowing shall be alternately started at the edges and the center, back and forth, as many times as necessary to produce a thoroughly pulverized and homogeneous mixture. A traveling plant mixer may be used instead of the method described.
4. USE OF STABIUZER AGGREGATE: After the base, subbase, or shoulder course has been thoroughly mixed and shaped, stabilizer aggregate, if it is specified, will be spread and mixed with the upper 100 mm or the full depth of the course as indicated on the Plans. The stabilizer aggregate must be uniformly incorporated and firmly bonded into the course. All sections of the course shan be remixed and reshaped as often as may be necessary to incorporate the stabilizer material thoroughly with the required depth of the base, subbase, or shoulder course material, and to produce a uniform surface free from segregation. The quantity of stabilizer material required will be specified in kg/m2 of road surface covered. The Department reserves the right to increase, decrease or eliminate stabilizer material specified. When the stabilized subgrade is to be used as a base course, either temporarily as for detours or permanently, it shall be primed in
223

303.04
accordance with Section 412.
E. COMPACTING AND FINISHING:
1. MOISTURE CONTENT: The moisture content at the time of compaction shall be within 90 and 120 percent of optimum, and uniformly distributed. Within these limits, the Engineer will determine the proper amount for each job.
2. COMPACTION: If the design thickness of the base, subbase or shoulder course is more than 150 mm, it shall be compacted in two courses of approximate equal thickness, except that Soil Base Courses may be constructed in one course up to a maximum of 200 mm thick. After the material has been placed and mixed, brought to line, grade and cross-section, then it shall be rolled until the course has been uniformly compacted to 100 percent ofthe maximum dry density.
a. ONE COURSE CONSTRUCTION: After the base, subbase, or shoulders has been placed and mixed, including stabilizer aggregate if required, and satisfactorily compacted, the surface shall be shaped to line, grade and cross-section. Water shall be added as necessary to develop the proper moisture content.
It shall then be rolled beginning at least 600 mm outside the edges and proceeding toward the center until the finished surface is smooth, closely knit, conforming to the proper line, grade and cross-section, within the limits specified. Defects, if there are any, shall be corrected as specified in Sub-Section 300.04.1.
b. MULTIPLE COURSE CONSTRUCTION: Any section of construction started shall be completed through all courses in the same day except where prevented by weather. After the first course has been satisfactorily compacted, the surface shall again be shaped to line, grade and crosssection. Water shall be added, if necessary, to develop the proper moisture content. Without further rolling of the first course, the second and succeeding courses shall be placed and mixed, including stabilizer aggregate if required, shaped to line, grade and cross-section and compacted as previously described. When the base, subbase, or shoulders has been constructed to its full depth, the surface shall be finished in accordance with the procedure specified for one course construction.
c. IRREGULAR AREAS: At all places not accessible to the roller the required compaction shall be secured by means of mechanical tampers approved by the Engineer. The same density requirements as stated above apply.
3. TESTS:
a. COMPACTION: The maximum dry density will be determined from representative samples of the material being compacted by GDT 67 or by AASHTO: T 99, Method D, whichever is applicable. In-place density ofthe finished courses will be determined in accordance with AASHTO T 191,
224

303.05
GDT 59 or GDT 21, which ever is applicable.
b. FINISHED SURFACE: The finished surface of the base, subbase or shoulder course shall be checked transversely with a template cut true to the required cross-section and set with a spirit level or nonsuperelevated sections, or by a system of ordinates measured from a stringline, or with a surveyor's level. It shall also be checked with a 4.5 m straightedge placed parallel to the center line. Ordinates measured from the bottom of the template, stringline or straightedge to the surface shall not exceed 13 mm at any point, nor shall the rod readings deviate more than 13 mm from the required readings. Any variations found in excess of these requirements shall be immediately corrected as specified in Sub-Section 300.04.1.
F. PRESERVATION OF BASE, SUBBASE OR SHOULDERS:
The course shall be maintained under traffic and kept free from ruts, ridges and dusting, true to grade and cross-section, until it has cured out to the satisfaction of the Engineer. During this time additional rolling and watering shall be done wherever it is necessary and defects shall be repaired as soon as they appear, as specified in Sub-Section 300.04.1.
G. PRIME OF BASE: When the base has been completed in accordance with these Specifications, Bituminous Prime shall be applied in accordance with Section 412. At the Contractor's option the base may be primed before the base material classification test results are complete. If this option is chosen, and a portion or all of the base fails it shall be the Contractor's responsibility to r.epair and reprime all defective areas at no additional cost to the Department.
303.05 THICKNESS TOLERANCES:
A. THICKNESS MEASUREMENTS: The thickness of the finished base, subbase or shoulder course will be determined by making as many checks as necessary to determine the average thickness. Thickness requirements apply to shoulder construction where the Plans specify a uniform thickness or where the shoulders are to be paved.
B. DEFICIENT THICKNESS: If any measurement is deficient in thickness more than 13 mm, additional measurements will be made to determine the area of deficient thickness. Any area deficient in thickness by more than 13 mm but not more than 25 mm shall be corrected by adding additional quantities of the same materials and reconstructing to the required thickness as specified in Sub-Section 300.04.1 or shall remain in place and the quantity of materials in the deficient area shall be measured and paid for at '/2 the Contract Unit Price. Any area deficient in thickness by more than 25 mm shall be corrected by adding additional quantities of the same materials and reconstructing to the required thickness as specified in Sub-Section 300.04.1. If the basis of payment is per cubic meter for base, subbase or shoulder
225

303.06
material, payment for additional material to correct deficiencies will be made at the Contract Unit Price with no additional cost to the Department for scarification, mixing or compaction. If the basis of payment is per square meter for completed base, subbase or shoulder no payment will be made for additional materials to correct deficiencies or for rescarifying, mixing and recompacting.
C. AVERAGE THICKNESS: The average thickness per linear kilometer shall be determined from all measurements within the kilometer increments, excepting the areas deficient by more than 13 mm and not corrected. If the basis of payment is per cubic meter for base, subbase or shoulder material the average thickness shall be not more than 13 mm in excess of the specified thickness. If the average thickness for any kilometer increment exceeds the allowable 13 mm tolerance, deduction will be made from The Contractor's payments for the excess quantity in that increment. The excess quantity shall be calculated from the average thickness exceeding the allowable tolerance times the total surface area of the base, subbase, or shoulders. If the basis of payment is per square meter, no deduction will be made for excess thickness.
303.06 MEASUREMENT:
A. TOPSOIL, SAND-CLAY OR CHERT: The quantity of this Item furnished, placed, complete in place and accepted will be measured by the cubic meter, loose volume or by the square meter for a specified thickness in the manner specified in Section 109 Measurement and Payment.
B. STABILIZER AGGREGATES: Stabilizer Aggregates will be measured by the megagram, and the weight shall be determined by certified truck scales on the job, or by other certified weights approved in advance by the Engineer.
C. PRIME: Bituminous Prime will not be measured for separate payment.
D. CLEARING AND GRUBBING: Clearing and Grubbing eligible for payment under the provisions of Sub-Section 106.09 will be measured by the hectare.
E. STRIPPING EXCAVATION: Stripping Excavation eligible for payment under the provisions of Section 206 will be measured by the cubic meter, using the average end area method.
F. UNSUITABLE MAT-ERIALS: Unsuitable material removed will be measured and paid for as Roadway Excavation-Unclassified under the provisions of Section 205.
G. BLENDING AND REMIXING: Blending and remixing will be measured by the square meter, measured on the surface longitudinally and to the width specified.
303.07 PAYMENT:
A. TOPSOIL, SAND-CLAY OR CHERT BASE, SUBBASE, AND SHOULDER COURSE: This course will be paid for at the Contract Unit Price per cubic meter or per square meter as specified for base, subbase and shoulders,
226

304.01

complete in place and accepted, which price and payment shall be full compensation for preparation of the roadbed, for furnishing material where specified in the Pay Item, all loading, unloading, scarifying, spreading, plowing, harrowing, mixing and blending in the pit, in the plant, and in the roadway, rolling, shaping, watering, maintaining, hauling, and priming.

B. STABILIZER AGGREGATE: The Stabilizer Aggregate will be paid for at the Contract Unit Price per megagram, complete in place and accepted, which shall be full compensation for furnishing all material, for freight and unloading if it is shipped, for handling, placing, scarifying, mixing, watering, shaping, maintaining, and hauling.

C. CLEARING AND GRUBBING: Clearing and grubbing eligible for payment under the provisions of Sub-Section 106.10. will be paid for as provided for that Item in Section 202.

D. STRIPPING EXCAVATION: Stripping excavation eligible for payment under the provisions of 206 will be paid for as provided for in Section 206, which payment shall be full compensation for the removal of all materials unsuitable for use in the base, subbase, or shoulders.

E. Bituminous Prime will not be paid for separately, but shall be included in the price bid for Base.

Payment will be made under:

Item No. 303. Topsoil, Sand-Clay or Chert (Base, Subbase,

Shoulder) Course, Class _ _including

material..

per Cubic Meter or per Square Meter

Item No. 303. Topsoil, Sand-Clay or Chert (Base, Subbase, Shoulder)

Course, Class_ _

per Cubic Meter

or

per Square Meter

Item No. 303. Topsoil, Sand-Clay or Chert Base and Shoulder

Course, Class _ _including material.. per Cubic Meter

or

per Square Meter

Item No. 303. Topsoil, Sand-Clay or Chert Base and Shoulder

..

Course,Class __

per Cubic Meter

or

per Square Meter

Item No. 303. Stabilizer Aggregate, Type_ _including

material

per Megagram

SECTION 304-S0IL AGGREGATE CONSTRUCTION
304.01 DESCRIPTION: This work shall consist of constructing base, subbase, or shoulder courses composed of mineral aggregate, and soil mortar, on a prepared subgrade or subbase in accordance with the lines, grades, thickness, and cross-sections shown on the Plans or established by the Engineer. All of the provisions of Section 300 shall apply to this work.

227

304.02

304.02 MATERIALS: The materials to be used and the resultant specifications reference is as follows:

Soil Aggregate Base Soil Mortar for Soil Aggregate Base Bituminous Prime

816.01 816.02 412

304.03 EQUIPMENT: All equipment for the proper execution of The Work shall be of approved design and on the Project in satisfactory working condition before beginning construction. All of the applicable equipment as specified for Bituminous Prime, Sub-Section 412.03, shall be included in this section.

304.04 CONSTRUCTION:

A. METHOD: Any of the accepted methods of mixing material described in Section 300 may be used.

In lieu of the methods of mixing described in Section 300 and when approved by the Engineer, the Contractor may produce the soil aggregate from an approved source or deposit, which will yield a satisfactory mixture conforming to all requirements of these specifications, after it has been crushed or processed as a part of the mining operations. In this case the resulting mixture shall be stockpiled before any of it is loaded for delivery to the job. The stockpile shall be kept large enough to ensure a uniform blend of material delivered to the roadway, until the material remaining in the stockpile is enough to complete the operation. The loading equipment shall be of a kind that will not segregate the material while loading.
In-place operations may be used if approved by the Engineer. The method of placing the material on the roadway depends on the source of the material. If only one kind of material is to be added to those in the roadbed to obtain the required mixture the material may be dumped directly on the prepared roadbed and distributed uniformly. If the materials from more than one outside source must be mixed together, the materials shall be spread in separate layers to the proper depth. After the material has been placed as specified above, and as soon as the weather and moisture conditions permit, it shall be mixed by plowing, harrowing and blading. The material shall be plowed to its full depth, without disturbing the underlying subgrade and then harrowed with a disc-harrow. The plowing shall be alternately started at the edge and the center, back and forth as many times as necessary to produce a thoroughly pulverized and homogeneous mixture.
B. PLACING MATERIALS: The subgrade or subbase shall be prepared as specified in Sub-Section 300.04. No Soil Aggregate materials shall be placed on a frozen or muddy foundation. The materials shall be spread uniformly with an approved mechanical spreader to the proper depth to obtain the specified thickness. Materials containing frost or frozen particles shall not be placed on the roadway.

228

304.04
C. NUMBER OF COURSES: The maximum thickness of courses shall be as specified in Sub-Section 300.04.G.
D. MIXING: After placing on the prepared roadbed, the material, when necessary, shall be mixed in such a manner so as to not disturb the subgrade and until a homogeneous, uniform material meeting the specification requirements is obtained.
E. COMPACTING AND FINISHING: The moisture content of materials shall be uniformly distributed and adequate to allow compaction to the specified density. If necessary, sufficient water will be added during the mixing operations to provide the optimum moisture content, plus or minus 2 percentage points. After the material has been placed and shaped to line and grade, it shall be compacted to 98 percent ofthe maximum dry density as determined by GDT 49. When the material is used as a base for paved shoulders which are not more than 1.8 m wide, it shall be compacted to at least 96 percent of the maximum dry density.
1. ONE COURSE CONSTRUCTION: After compaction, the surface shall be shaped to the true grade, line and cross-section, and rolled until the surface is smooth, closely knit, and free of cracks. All defects shall be corrected in accordance with Sub-Section 300.04.1. Water shall be added as necessary to develop the proper moisture content.
2. MULTIPLE COURSE CONSTRUCTION: After the first course has been satisfactorily compacted, the surface shall be shaped to line, grade and cross-section. Water shall be added, if necessary, to develop the proper moisture content. Without further compactive effort on the first course, the succeeding course shall be spread and compacted as previously described. When all courses have been satisfactorily completed, the surface shall be finished in accordance with the procedures outlined for one course construction.
3. IRREGULAR AREAS: In areas not accessible to normal rolling operations, the required compaction shall be obtained by the use of approved mechanical tampers.
4. TESTS:
a. COMPACTION: The maximum dry density of the material being compacted will be determined from representative samples by GDT 49. Determination of the in-place density will be made in accordance with GDT 21 or GDT 59.
b. The finished surface shall be checked transversely with a template cut to the required cross-section and set with a spirit level on nonsuperelevated sections or by a system of ordinates measured from a stringline or with a surveyor's level. It shall also be checked with a 4.5 m straightedge placed on a parallel to the centerline. Ordinates measured from the bottom of the template, stringline or straightedge to the finished surface shall not exceed 6 mm at any point, nor shall the rod readings
229

304.05

deviate more than 6 mm from the required readings. Any variations found in excess of these requirements shall be immediately corrected as specified in Sub-Section 300.04.1.

F. PRESERVATION OF BASE, SUBBASE OR SHOULDERS: The base,

subbase, or shoulder course shall be maintained by the Contractor until the

Engineer determines that it has sufficiently cured and is ready to prime. This

maintenance shall consist of such additional wetting, rolling and blading as

may be necessary to maintain true grade, crown, and cross-section and to

repair any defects in accordance with Sub-Section 300.04.1. This preservation

does not relieve the Contractor of his responsibility to maintain the Work

until final acceptance as specified in Section 105.

.

G. PRIMING BASE: When the base has been found to be constructed in accordance with these Specifications, bituminous prime shall be applied in accordance with Section 412.

304.05 THICKNESS TOLERANCES:
A THICKNESS MEASUREMENTS: The thickness of the base, subbase, or shoulder course shall be determined by making as many checks as necessary to compute the average thickness, and at various points of the cross-section. For divided highways, each roadway will be measured separately. Thickness requirements shall apply to shoulder construction where the Plans specify a uniform thickness, or where the shoulders are to be surfaced.
B. DEFICIENT THICKNESS: If any measurement indicated a deficient thickness of more than 13 mm, additional measurements will be made to determine the area of insufficient depth. Any area, whether it be an isolated area, or an entire kilometer increment, which is deficient in thickness by more than 13 mm but not more than 25 mm shall be corrected by adding more material and rebuilding to the design thickness as specified in SubSection 300.04.1. As an alternative, when approved by the Engineer, the deficient area may be left in place and paid for at 1/2the Contract Unit Price. Any area deficient in thickness by more than 25 mm shall be rebuilt to Plan dimensions in accordance with Sub-Section 300.04.1. In either case, no additional payment will be made for correcting deficient thickness.

C. AVERAGE TIDCKNESS: The average thickness per linear kilometer of each roadway shall be determined from all measurements made within the kilometer increments as follows:

1. When the average measured thickness is more than 13 mm greater than Plan dimensions, it shall be considered as the normal thickness plus 13 mm.

2. Any areas of base which are deficient in thickness by more than 13 mm, but less than 25 mm and are left in place as specified in Sub-Section 304.05.B shall not be included in the calculations.

230

307.02

304.06 MEASUREMENT:
A Soil Aggregate Base Course will be measured in square meters of the specified thickness, as defined in Section 109 subject to the above noted modifications. The length will be measured on the surface along the centerline and width will be that specified on the Plans. Irregular areas such as turnouts and intersections will be measured to the closest square meter.

B. Where specified on the Plan, measurements will be by the megagram in accordance with Section 109.

C. Soil Mortar for Soil Aggregate Base when obtained from a borrow pit will be measured by the cubic meter loose volume.
D. Bituminous Prime will not be measured for separate payment.

304.07 PAYMENT: The Soil Aggregate Base course will be paid for at the Contract Unit Price per square meter ofthe specified thickness, or per megagram, complete and accepted as defined above, including Bituminous Prime.
Where specified, Soil Mortar for Soil Aggregate Base, when obtained from a borrow pit will be paid for at the contract unit price per cubic meter including materials and haul.

Payment will be made under: Item No. 304. Soil Aggregate Base Course, including Materials __mm Item No. 304. Soil Aggregate Base Course, including Materials Item No. 304. Soil Mortar, including Materials

per Square Meter
per Megagram per Cubic Meter

SECTION 305--CEMENT STABILIZED SOIL AGGREGATE CONSTRUCTION
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 307-IMPERMEABLE MEMBRANE FOR SUBGRADES, BASINS, DITCHES AND CANALS
307.01 DESCRIPTION: This Work shall cover installation of materials to serve as an impermeable membrane to prevent seepage of water beneath the level of installation as shown on the Plans.
307.02 MATERIALS; The waterproofing (impermeable membrane) layer shall incorporate a cross-laminated high density polyethylene film adhered to a flexible self-adhesive rubberized asphalt meeting the requirements in SubSection 888.03, or another equal system, approved by the Engineer, and having at least a 5-year serviceability record.
231

307.03

307.03 CONSTRUCTION:

A. PLACEMENT: Membrane shall be placed on a soil blanket or cushion at least 150 mm thick containing no material coarser than the 2.0 mm sieve. Care shall be taken not to form a "Slip Plane" between the underlying soil and overlying material. Widths shall be at least 1.2 m and seam strength shall be at least 95% of the membrane strength.

B. PROTECTION: Membrane will be protected from damage during construction at all times. Sections damaged by sunlight, heat, sharp objects, or otherwise, shall be removed and replaced without payment.

307.04 MEASUREMENT: Impermeable Membrane for Subgrades, Basins, Ditches, and Canals will be measured by the number of square meters of subgrade, basins, ditches, and canals. Overlaps and extra material required to produce a uniform membrane will not be measured.

307.05 PAYMENT: Impermeable Membrane for Subgrades, Basins, Ditches and Canals will be paid for at the Contract Unit Price per square meter, which payment shall be full compensation for the preparation of surfaces and for furnishing and applying the membrane system.

Payment will be made under:

Item No. 307. Impermeable Membrane for Subgrades, Basins, Ditches,

and Canals

per Square Meter

SECTION 31o-GRADED AGGREGATE CONSTRUCTION

310.01 DESCRIPTION: This work shall consist of constructing a base, subbase or shoulder course composed of mineral aggregates on a prepared subgrade or subbase in accordance with these Specifications and in reasonably close conformity with the lines, grades, thicknesses and typical cross-sections shown on the Plans or established by the Engineer.
All ofthe provisions of Section 300 apply to this work.

310.02 MATERIALS: The materials to be used and the specifications for them are listed below:

Graded Aggregate Cutback Asphalt, RC-30, RC-70, RC-250 or
MC-30, MC-70, MC-250 Cutback Asphalt Emulsion, CBAE-2 Blotter Material (Sand)

Section 815
821.01 823.01 .412.04.F.3

310.03 EQUIPMENT: All equipment necessary for the proper construction of the base, subbase or shoulder course shall be on the project and in satisfactory condition before construction will be permitted to begin.
All of the applicable equipment as specified in Sub-Section 412.03 for Bituminous Prime shall be included in this Section.

232

310.04
310.04 CONSTRUCTION:
A. METHODS: This Specification is based on the central plant mix method except that, when the aggregates are produced from an approved source or deposit which will conform to the requirements of Section 815 after they have been crushed or processed as a part of the mining operation, central plant mixing will not be required.
B. PREPARATION OF THE SUBGRADE OR SUBBASE: The subgrade or subbase shall be prepared as specified in Sub-Section 300.04. No graded aggregate materials shall be placed on a muddy or frozen subgrade or subbase.
C. MIXING: When two sizes of aggregate are to be blended, the aggregate and water, if needed, shall be proportioned into the central plant and mixed thoroughly until a homogeneous and uniform mixture is produced.
D. PLACING MATERIALS: The materials shall be spread uniformly with a mixture spreader to the proper depth to obtain the specified thickness. Graded aggregate materials containing frost or frozen particles shall not be placed.
E. THICKNESS OF COURSES: The maximum thickness to be laid in one course shall be 150 mm compacted. If the design thickness of the base, subbase or shoulder course is more than 150 mm, it shall be constructed in two or more courses of approximate equal thickness. With sufficient and suitable equipment, the Engineer may allow base material to be placed in lifts up to 200 mm.
F. COMPACTING AND FINISHING:
1. COMPACTION: The moisture content of the mixture of materials at the time of compaction shall be uniformly distributed and shall be adequate to allow cQmpaction to the specified density. No graded aggregate will be shipped to a project when the moisture content of the material exceeds 2 percent of optimum moisture unless approved by the Office of Materials and Research. After the material placed has been shaped to line, grade, and cross section, it shall be rolled until the course has been uniformly compacted to at least 100 percent of the maximum dry density when Group 2 aggregate is used, or to at least 98 percent of maximum dry density when Group 1 aggregate is used, except graded aggregate mixtures composed of either Group 1 or Group 2 aggregate used as base for paved shoulders which are not more than 1.8 m wide will be compacted to at least 96 percent of the maximum dry density. The compacted base shall have sufficient stability to support construction equipment without pumping regardless of compaction. If the base material becomes unstable as a result of too much moisture, the base material and the underlying subgrade if necessary shall be dried and reworked to a moisture content that will provide stability and compaction.
a. ONE COURSE CONSTRUCTION: After the base, subbase, or
233

310.04
shoulder course has been satisfactorily compacted, the surface shall again be shaped to line, grade and cross-section. Water shall be added, if necessary, in order to develop the proper moisture content. It shall then be rolled, beginning at the edges and working toward the center, until the surface is smooth, closely knit, free from cracks, conforming to the prescribed line, grade and cross-section, within the limits specified. All defects shall be corrected as specified in Sub-Section 300.04.1.
b. MULTIPLE COURSE CONSTRUCTION: After the first course has been satisfactorily compacted, the surface shall again be shaped to line, grade and cross-section. Water shall be added, if necessary, to develop the proper moisture content. Without further rolling of the first course, the second and succeeding courses shall be spread and compacted as previously described. When the base, subbase or shoulder course has ben constructed to its full depth, the surface shall be finished in accordance with the procedure specified for one course construction.
c. IRREGULAR AREAS: At all places not accessible to the roller, the required compaction shall be secured by means of approved mechanical tampers. The same density requirements as stated above apply.
d. FINISHING: The surface of the subbase for Portland Cement Concrete Pavement or the base of Asphaltic Concrete Pavement shall be finished with the automatically controlled screed equipment described in Sub-Section 300.03.H. This finish operation shall be controlled by sensing wires furnished, installed and maintained by the Contractor as a part of this Pay Item. The finish operation shall be done immediately after the placing and compacting operations. Mter this finish operation, the subbase shall again be compacted in accordance with Sub-Section 310.04.F.1.
2. TESTS:
a. COMPACTION: The maximum dry density will be determined from representative samples of the material being compacted by AASHTO T 180, Method D. Determination of the in-place density of the base, subbase or shoulders shall be made in accordance with GDT 21 or GDT 59.
b. FINISHED SURFACE: The finished surface of the base, subbase or shoulder course shall be checked transversely with a template cut true to the required cross-section and set with a spirit level on nonsuperelevated sections, or by a system of ordinates measured from a stringline, or with a surveyor's level. It shall also be checked with a 4.5 m straightedge placed parallel to the center line. Ordinates measured from the bottom of the template, stringline or straightedge to the surface shall not exceed 6 mm at any point, nor shall the rod readings deviate more than 6 mm from the required readings. Any variations found in excess of these requirements shall be immediately corrected as specified in Sub-Section 300.04.1.
234

310.05
G. PRESERVATION OF BASE, SUBBASE OR SHOULDERS: The base, subbase or shoulder course shall be maintained until the Engineer determines that it has sufficiently cured and is ready to prime. This maintenance shall consist of such additional wetting, rolling and blading as may be necessary to maintain true grade, crown and cross-section and to repair any defects in accordance with Sub-Section 300.04.1. This preservation does not relieve the Contractor of his responsibility to maintain The Work until final acceptance as specified in Section 105.
H. PRIMING BASE: Except when Graded Aggregate Base is used under Portland Cement Concrete Pavement or under Asphaltic Concrete Construction 125 mm or more in total thickness; when the base has been found to be constructed in accordance with these Specifications, bituminous prime shall be applied in accordance with Section 412.
310.05 THICKNESS TOLERANCES
A. THICKNESS MEASUREMENTS: The thickness of the base, subbase or shoulder course shall be determined by making as many checks as necessary to determine the average thickness. Thickness requirements apply to shoulder construction where the Plans specify a uniform thickness, or where the shoulders are to be surfaced.
B. DEFICIENT THICKNESS: If any measurement is deficient in thickness more than 13 mm, additional measurements will be made to determine the area of deficient thickness. Any area deficient in thickness by more than 13 mm but not more than 25 mm shall be corrected by adding additional quantities of the same materials and rebuilt to the design thickness as specified in Sub-Section 300.04.1., or shall remain in place and the quantity of materials in the deficient area be measured and paid for at '/2 the Contract Unit Price. Any area deficient in thickness by more than 25 mm shall be corrected by adding additional quantities of the same materials and rebuilt to the design thickness as specified in Sub-Section 300.04.1. Where the unit of payment for base is megagrams, payment for additional materials to correct deficiencies will be made at the Contract Unit Price with no additional cost to the Department for scarification, mixing, or compaction. Where the unit of payment for base is square meters, no payment will be made for additional materials required to correct deficiencies nor will payment be made for removing and reconstructing the deficient work.
C. AVERAGE THICKNESS: The average thickness per linear kilometer shall be determined from all measurements within the kilometer increments excepting the areas deficient by more than 13 mm and not corrected. The average thickness shall be not more than 13 mm in excess of the specified thickness. If the unit of payment for base is megagrams and the average thickness for any kilometer increment exceeds the allowable 13 mm to tolerance, deduction will be made from the Contractor's payments for the excess quantity in that increment. The excess quantity shall be calculated from the average thickness exceeding the allowable 13 mm tolerance times
235

310.06

the surface area of the base, subbase or shoulders. If the unit of payment for base is square meters, no deduction will be made for excess thickness.

310.06 MEASUREMENT:

A. GRADED AGGREGATE: Where specified for payment by the megagram, the Graded Aggregate Base, Subbase or Shoulder material will be measured in megagrams as mixed and accepted. The actual weight will be determined by weighing on the required motor truck scale, each loaded
vehicle as the material is hauled to the roadway. Where specified for payment by the square meter for a specific
thickness, the length will be measured on the surface along the centerline
and the width will be that specified op the Plans. Irregular areas, such as
turnouts and intersections, will be measured by the square meter.

B. PRIME: Bituminous Prime will not be measured for separate payment:

310.07 PAYMENT: The Graded Aggregate Base, Subbase or Shoulder Course will be paid for at the Contract Unit Price per megagram or per square meter complete in place and accepted, which payment shall be full compensation for shaping and compacting the existing roadbed, for all materials, for loading, unloading, hauling, crushing, processing, mixing, spreading, watering, compacting, shaping, maintaining, priming, when required, and for all incidentals necessary to complete The Work.

Payment will be made under:

Item No. 310. Graded Aggregate (Base, Subbase, Shoulder)

Course-including material

per Megagram

or

per Square Meter

Item No. 310. Graded Aggregate Base and Shoulder Course,

including material

per Megagram

or

per Square Meter

SECTION 311-CRUSHED STONE BASE

SECTION 316-CEMENT STABILIZED GRADED AGGREGATE CONSTRUCTION
The Specifications for the Work covered under these Sections will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 317-RECONSTRUCTED BASE COURSE
317.01 DESCRIPTION: This work shall consist of reshaping the existing road surface and the addition of any required amount of new material, all of which shall be compacted to form a foundation course for other base courses or

236

317.04

for surface courses or for pavements and shall be constructed in accordance with these Specifications and in reasonably close conformity with the lines, grades and typical cross-sections shown on the Plans or established by the Engineer.
All of the provisions of Section 300 apply to this Item.

317.02 MATERIALS: The materials to be used shall be those shown on the Plans or in the Proposal and shall conform to the requirements for the materials given in these Specifications for the particular type of material specified.

317.03 EQUIPMENT: All equipment necessary for the proper reconstruction of the base course shall be on the Project and in satisfactory condition before construction will be permitted to begin.

317.04 CONSTRUCTION:

A METHODS: The existing road surface shall be brought to the established

grade and made to conform to the cross-section indicated on the Plans by the

following methods:

.

1. REMOVING UNSATISFACTORY MATERIAL: Where the existing material in the roadbed is unsatisfactory for use, it shall be removed and replaced with approved material.

2. REMOVING AND STOCKPILING OF EXISTING BASE: If shown on the Plans that the material in the roadbed is to be removed from sections and stockpiled for further use, the material shall be scarified and pulverized to the specified depth, carefully removed so as not to include the subgrade or shoulder material and deposited in stockpiles on areas, the surfaces of which have been thoroughly cleaned of foreign matter. The material shall be so stockpiled as to minimize segregation of the separate ingredients.

3. SCARIFYING: The material in the roadbed not to be removed shall be scarified to a uniform depth below the upper surface of the finished base course and for its entire width, sufficient to eliminate all depressions and irregularities, and to afford a bonding of any new material that might be added to the old base and to reshape to the required cross-section. Where the existing surface has been treated with a bituminous material, it shall be broken down sufficiently for incorporating into the existing base. If the bituminous surfacing cannot be broken down sufficiently, it shall be removed from the base and disposed of as directed by the Engineer.
4. THE ADDITION OF NEW MATERIAL AND REPLACING OF STOCKPILED MATERIAL: The areas where unsatisfactory material has been removed shall have the subgrade or remaining material in such areas shaped as directed, to receive the addition of new material. Approved new material conforming to the governing Specification shall be used as backfilling for such areas. In areas where removing and stockpiling of existing roadbed material is designated, the stockpiled material, together with any additional new

237

317.05
material, shall be placed after shaping of the subgrade is complete. Where the existing material in the roadbed is satisfactory for use in place, but deficient in thickness after scarifying, all material larger than 75 mm in diameter shall be removed and new material added in such quantities and at such places as to bring the suri'ace to the grade and depth indicated on the Plans.
E. MIXING AND SHAPING: After the required amount of new material has been added, the old and new base course material shall be thoroughly mixed. The mixing shall be peri'ormed in accordance with the requirements set out under the Specifications for the type of base being constructed. After the mixing has been peri'ormed satisfactorily, the entire roadbed shall be shaped to the required grade and cross-section. The Contractor shall remix and reshape all or any part of the base as many times as may be necessary to secure the desired results. During the mixing and shaping operations, water shall be added, if needed, in sufficient quantities to secure the proper moisture conditions.
C. COMPACTING AND FINISHING: After the base material has been mixed and shaped satisfactorily, compaction and finishing shall be peri'ormed as set out under the Specifications for the type of base being reconstructed.
D. PRESERVATION OF BASE AND PRIME: Mter the base course has been satisfactorily compacted, it shall be primed in accordance with Section 412.
317.05 MEASUREMENT:
A. ADDITIONAL RECONSTRUCTED BASE MATERIAL: Where specified for payment by the cubic meter, this material will be measured by the cubic meter, loose volume as specified in Section 109. Where specified for payment by the megagram, the quantities will be measured in megagrams, as mixed and accepted. The actual weight will be determined by weighing on the required motor truck scale each loaded vehicle as the material is hauled to the roadway. The actual weight will be the pay weight.
E. REMOVING, STOCKPILING AND REPLACING MATERIAL: The removal, stockpiling and replacing of materials will be measured for payment by the cubic meter, loose volume as specified in Section 109.
C. PREPARATION OF BASE: Preparation of the base will be measured for payment by kilometers along the center of the road or by square meters.
D. UNSUITABLE MATERIAL: Unsuitable material removed will be measured and paid for as Roadway Excavation-Unclassified, Section 205.
E. PRIME: Bituminous Prime will not be measured for separate payment.
317.06 PAYMENT:
A. ADDITIONAL RECONSTRUCTED BASE MATERIAL: Additional Reconstructed Base material will be paid for at the Contract Unit Price per cubic meter or per megagram, which payment will be full compensation for
238

318.02

the placing of all materials necessary to bring the road surface to the thickness shown on the Plans. Such payment will also include compensation for furnishing and hauling the material.

B. REMOVING AND STOCKPILING EXISTING BASE MATERIAL: Removing and stockpiling existing base material will be paid for at the Contract Unit Price per cubic meter, which payment will be full compensation for scarifying, pulverizing, loading, unloading, hauling and stockpiling.

C. REPLACING EXISTING BASE MATERIAL FROM STOCKPILE: Replacing existing base material from stockpile will be paid for at the Contract Unit Price per cubic meter, which payment will be full compensation for loading, unloading, hauling and replacing all existing base material from stockpile, on the road as required.

D. PREPARATION OF BASE: Preparation of Base will be paid for at the Contract Unit Price per kilometer or per square meter which payment will be full compensation for scarifying, shaping, and all machining necessary to bring the existing road surface to the established grade and to conform to the cross-section shown on the Plans including priming.

Payment will be made under:

Item No. 317. Additional Reconstructed Base

Material

per Cubic Meter or per Megagram

Item No. 317. Additional Reconstructed Base Material,

including material

per Cubic Meter or per Megagram

Item No. 317. Removing and Stockpiling Existing Base

Material

per Cubic Meter

Item No. 317. Replacing Existing Base Material from

Stockpile

per Cubic Meter

Item No. 317. Preparation of Base per Kilometer or per Square Meter

SECTION SI8-SELECTED MATERIAL SURFACE COURSE

318.01 DESCRIPTION: This work shall consist of a surface course of selected material soil and/or stone constructed in accordance with these Specifications and in reasonably close conformity with the lines, grades and typical cross-sections shown on the Plans or established by Engineer.
All of the pertinent provisions of Section 300 apply to this Item, except as modified by this Specification.

318.02 MATERIALS: The materials to be used and the Specification for

them are listed below:

Topsoil and Sand Clay

814.01

Chert

814.05

Graded Aggregate

815*

Coarse Aggregate, Size No. 467, No.3 or No. 4

800.01

Stabilizer Aggregate (Type as Designated)

803

NOTE 1. Section 815* - Unconsolidated Limerock (Sub-Section 815.02) may be

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318.03
used as aggregate surface course only if the gradation of the material meets the requirements of Sub-Section 815.0l.
NOTE 2. Projects requiring aggregate surface course to be placed and left as a riding surface, graded aggregate meeting the requirements of Sub-Section 815.01 will be used exclusively.
318.03 CONSTRUCTION:
A. MATERIALS IN THE ROADBED: The Engineer will determine whether the materials in the roadbed are to be used. If it is necessary to remove unsuitable materials, they shall be removed and paid for as Roadway Excavation-Unclassified. If it is necessary to add other materials to those in the roadbed or to build up the surface course entirely with new materials, the Contractor shall bring in the approved materials, which will be accepted on a visual basis by the Engineer, and construct the surface course as provided for in this Specification. If the materials in place in the roadbed or specified driveway areas are satisfactory for use as shown by tests and approved by the Engineer, they shall be mixed, shaped, and rolled in accordance with these Specifications and paid for as In-Place Selected Material Surface Course.
B. PREPARATION OF THE ROADBED: If this course is to be composed entirely of new materials, the subgrade shall be prepared as specified in Sub-Section 300.04, or if in-place material is to be used, the surface shall previously have been properly shaped. No select materials shall be placed on a muddy or frozen subgrade.
C. PLACING, MIXING AND ROLLING: Selected material shall be placed and spread to the prescribed thickness and cross-section. The selected material may be dumped in windrows parallel to the centerline of the roadway or driveway and spread to a uniform thickness by approved methods. After spreading, the selected material shall be scarified and uniformly mixed and shaped to the required cross-section. It shall then be rolled until the surface is thoroughly compacted, firm and unyielding. Water shall be added, ifneeded, to assist with the scarifying and compaction operations. Sections of the finished roadway, where the original material in place has been approved to be suitable as a selected material surface course, shall be scarified, mixed, shaped, and compacted in accordance with these Specifications for the applicable material. If additional selected material surface course is needed to develop the depth of surfacing shown on the Plans, it shall be added and the surfacing constructed as herein provided. When stabilizer aggregate is specified, it shall be mixed into the surface course in accordance with the provisions of Sub-Section 303.04.D.4. Where aggregate surface course is specified, it shall be the specified aggregate or stabilizer material uniformly spread to the required depth at locations shown on the Plans or as directed by the Engineer.
240

318.06
318.04 MAINTENANCE: When completed, all areas of Selected Material Surface Course shall be maintained to the required cross-section and kept usable until the Project is completed and accepted.
318.05 MEASUREMENT:
A. SELECTED MATERIAL SURFACE COURSE: The quantity of this Item furnished, complete in place and accepted, will be measured by the cubic meter, loose volume in the manner specified in Section 109.
B. IN-PLACE SELECTED MATERIAL SURFACE COURSE: Where this Item is on the roadway, the area to be paid for shall be the number of square meters of Selected Material Surface Course, completed and accepted, and measured in place. The length shall be the actual length measured along the surface of the surface course. The width shall be the width of the surface course shown on the Plans. Where this Item is on driveways or other irregular areas, the quantity to be paid for shall be the actual number of square meters completed in place and accepted.
C. STABILIZER AGGREGATES AND AGGREGATE SURFACE COURSE: Stabilizer Aggregates and Aggregate Surface Course will be measured by the megagram and the weight shall be determined by certified truck scales on the Project, or by other certified weights approved in advance by the Engineer.
D. UNSUITABLE MATERIAL: Unsuitable material removal will be measured and paid for as Roadway Excavation-Unclassified, Section 205.
318.06 PAYMENT:
A. SELECTED MATERIAL SURFACE COURSE: This material will be paid for at the Contract Unit Price per cubic meter, complete in place and accepted, which payment shall be full compensation for preparation of the subgrade; for all loading, unloading, scarifying, spreading, plowing, harrowing, mixing in the pit and in the plant, rolling, shaping, maintaining and watering; for furnishing materials and for hauling.
B. IN-PLACE SELECTED MATERIAL SURFACE COURSE: This Item, regardless of the depth of material processed, will be paid for at the Contract Unit Price per square meter for actual number of square meters complete in place and accepted, which payment shall be full compensation for all scarifying, plowing, harrowing, mixing, shaping, rolling, watering, and maintaining.
C. STABILIZER AGGREGATE: The Stabilizer Aggregate will be paid for at the Contract Unit Price per megagram, complete in place and accepted, which payment shall be full compensation for furnishing all material, for freight and unloading if it is shipped, for handling, placing, scarifying, mixing, watering, shaping, maintaining and for all hauling.
D. AGGREGATE SURFACE COURSE: Aggregate Surface Course will be paid for at the Contract Unit Price per megagram, complete in place and accepted, which payment shall be full compensation for furnishing all
241

319

material, for freight and unloading, if it is shipped, for handling, placing and spreading and for all hauling.

Payment will be made under: Item No. 318. Selected Materials Surface Course Item No. 318. In-place Selected Material Surface Course Item No. 318. Aggregate Surface Course Item No. 303. Stabilizer Aggregate Type_

per Cubic Meter
per Square Meter per Megagram per Megagram

SECTION 319-LIMEFLY ASH SOIL CONSTRUCTION
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 325--STABILIZED BASE MATERIAL FOR PATCHING

325.01 DESCRIPTION: This work shall consist of patching with SoilCement Construction, Cement Stabilized Graded Aggregate Construction, or Select Material Stabilized Construction, as called for on the Plans, in the Proposal, or as directed by the Engineer.

325.02 MATERIALS: All materials shall meet the applicable Specifications for the type material used. Patching material shall consist of:

Soil-Cement Construction Cement Stabilized Graded Aggregate Construction Bituminous Prime Subgrade Stabilization

Section 301 Section 316 Section 412 Section 209

The subgrade stabilizer-select material shall meet the requirements of Sub-Section 810.01 Class IIB3 or better. Any special gradation will be specified by Special Provision.

325.03 EQUIPMENT: The Contractor shall provide all the equipment required for the type of patching being used to properly handle the materials and construct the patches to the satisfaction of the Engineer. A concrete mixer, with proper weight and moisture control exercised by the Contractor, will be considered as an acceptable stationary mixing plant for the production of patching material under this Specification.

325.04 CONSTRUCTION: Patching will be done under traffic unless otherwise specified. All labor, equipment and materials necessary to ensure a continuous patching operation shall be on hand before the work of patching is begun. Construction procedures will be covered by the requirements of Section 301 unless otherwise modified by this Specification.
The sides of the areas to be patched shall be trimmed and left vertical, and

242

325.07
all loose material shall be removed. Unsatisfactory material shall be removed to the depth shown on the Plans
or as directed by the Engineer, except that in all instances the depth removed shall be not less than 150 mm. If unsatisfactory material is found below a plane that is 300 mm below the existing surface, the area shall be undercut as necessary and backfilled with subgrade stabilizer-select material to a level that is 300 mm below the existing surface.
The subgrade shall meet the requirements of Section 209, Subgrade Stabilization.
All patches shall be thoroughly compacted at approximately the optimum moisture to at least 100% of the maximum laboratory dry density. The size, shape and location of the patches may require various methods of compacting. In general, compacting may be done with a conventional steel wheel or a pneumatic tired roller, mechanical tampers, or other devices which will produce the required degree of compaction.
As soon as each patch is completed it shall be lightly sprayed or mopped with Bituminous Prime. Primed areas subject to traffic shall be sanded as directed by the Engineer.
325.05 MAINTENANCE: Maintenance shall consist of repairing or replacing any patch which becomes damaged, or is destroyed. No additional compensation will be made for any repair or replacement.
325.06 MEASUREMENT: The quantities of materials used and accepted will be measured as follows:
(1) Base Material will be measured by the cubic meter, loose volume, in the manner specified in Sub-Section 109.0l.
(2) Subgrade Stabilizer-Select Material will be measured by the cubic meter, loose volume in the manner specified in Sub-Section 109.01.
325.07 PAYMENT: The accepted quantity of base material, measured as specified above, will be paid for at the Contract Unit Price per Cubic meter, which payment shall be full compensation for flagging and directing traffic, for preparing the patched area, for furnishing material, including Portland Cement and Bituminous Prime, and for all loading, unloading, hauling, crushing, processing, mixing, spreading, watering, compacting, and maintenance to complete the base patching.
Subgrade Stabilizer-Select Material as measured above will be paid for at the Contract Unit Price per cubic meter, complete in place and accepted, which payment shall be full compensation for removal and satisfactory disposal of asphalt pavements, base materials and unsatisfactory subgrades, for furnishing the material, and for all loading, hauling, unloading, mixing, compacting, finishing, and watering necessary to complete the Item.
243

326.01

Payment will be made under:

Item No. 325. Soil-Cement Stabilized Base Course,

for Patching

per Cubic Meter

Item No. 325. Graded Aggregate, Cement Stabilized, Base

for Patching

per Cubic Meter

Item No. 325. Subgrade Stabilizer-Select Material

for Patching

per Cubic Meter

SECTION 326-PORTLAND CEMENT
CONCRETE SUBBASE

326.01 DESCRIPTION: The Work shall consist of Constructing a Subbase composed of a mixture of Portland cement and graded aggregate, or Portland cement, aggregate, and sand. The Work shall be constructed in accordance with these Specifications and in reasonably close conformity with lines, grades and typical cross-sections shown on the Plans or established by the Engineer. All of the applicable Provisions of Section 300 shall apply to this Work.

326.02 MATERIALS: The materials shall conform to the following Specifications:

Fine Aggregate Portland Cement Fly Ash *Graded Aggregate Coarse Aggregate Air Entraining Admixture Chemical Admixtures for Concrete Type A or D Curing Compound
White, Wax Base

801.01 830.01 831.03 815.01 800.01 831.01 831.02
832.03

*The gradation requirements of graded aggregate are modified to require 30 to 45 percent by weight passing the 2.0 mm sieve.

326.03 EQUIPMENT: This Specification is based upon the concept that the subbase mixture shall be mixed in a central mix concrete paving plant and placed with slip form concrete paving equipment. The Contractor shall provide all equipment and tools necessary for performing all parts ofThe Work.

A CONCRETE BATCHING EQUIPMENT: The batching plant shall include separate bins and weighing hoppers for aggregates and cement. Separate scales shall be used to weigh cement and aggregate. Scales for weighing concrete materials and water measuring devices shall be inspected and approved by the Engineer prior to use. Tolerances shall be 1.0 percent throughout the operating range. Admixtures shall be measured to an accuracy of 3.0 percent.

B. SLIP FORM PAVER AND SPREADER: The slip form paver shall be an approved self-propelled type equipped with tracks of sufficient area to prevent slippage and bogging under load. The paver shall strike off, consolidate and float finish the fresh mixture in one pass of the equipment. The paver shall

244

326.04
operate from a string grade control or a combination of string control and control from the existing pavement. The Contractor shall submit a grade control plan for the Engineer's approval prior to starting the Work. The Contractor shall be required to utilize a self-propelled mechanical spreader to distribute the mixture on the grade.
326.04 CONSTRUCTION: Roadbed preparations required by the Plans and Specifications shall be completed in advance of the placement of Portland cement concrete subbase.
No material shall be placed on muddy, puddled or frozen subgrade. The Contractor shall be responsible for assuring that the grade immediately under the subbase will not contribute to deficient thicknesses of either the subbase or pavement. The Contractor shall employ methods or techniques that assure that areas which support the subbase placement equipment do not contribute to inadequate thicknesses.
A MIXING INGREDIENTS: The Engineer will determine the design proportions of the required materials based upon mixes prepared in the Laboratory or by trial during construction. The Contractor shall determine the batch weights required to produce the necessary quantity. Cement, aggregates, and water shall be measured separately to an accuracy as specified above. Mixing shall continue until a homogeneous and uniform mixture is produced.
B. PLACING SUBBASE MIXTURE: The mixture shall be placed on the grade in a manner that requires minimum rehandling. Necessary hand spreading shall be with shovels and workmen shall not walk in the fresh mixture with shoes coated with detrimental substances. Placement shall be continuous between construction joints.
C. CONSOLIDATION: The mixture shall be thoroughly consolidated by vibration for the full length, width, and depth of the section. Vibration shall not produce puddling or excessive accumulation of grout. If uniform consolidation and satisfactory density are not achieved, the Contractor shall cease placement until methods or equipment are furnished which will produce subbase conforming to the Specifications.
D. FINISHING: The mixture shall be finished to the proper cross-section by equipment that produces a uniform surface that is free of irregular, rough, or porous areas. A tube float or other finishing device approved by the Engineer shall be used to provide a smooth surface. The addition of water to the surface to aid finishing operation generally will not be permitted. The finished surface will be checked transversely by a system of ordinates measured from a stringline. It shall also be checked with a 6 m straightedge placed parallel to the centerline. Deviations in excess of 10 mm in 6 m shall be removed or corrected. The Engineer may permit corrections of areas determined to be low by increasing the thickness of the surface course at no additional cost to the Department.
E. CONSTRUCTION JOINTS: A construction joint shall be formed when
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326.05
there is an interruption of more than one hour in the placement of the mixture. Construction joints shall be constructed in accordance with requirements established in Sub-Section 430.04.1.2.(a) except that requirements concerning reinforcement are waived, and the straightedge tolerance shall be 10 mm in 6 m.
F. CURING: Curing of the mixture shall be in accordance with requirements of Sub-Section 430.04.J. except that the application rate of com~und used for the impervious membrane method shall not exceed 5 m fL. A second application of curing compound will be required by the Engineer just prior to placing the pavement to act as a bond breaker. The second application shall be applied at the same rate as the first application.
G. PRESERVATION OF SUBBASE: The Contractor shall maintain and preserve the subbase until it is covered by the succeeding pavement course. The pavement course shall not be placed upon the subbase until the mixture has cured for 7 days. The spreader and slip form paver may operate on the subbase after 7 days but the subbase shall not be used as a haul road for loaded trucks for 14 days. Neither shall vehicles or equipment have access to the subbase for 14 days. Earth ramps and appropriate barricades to prevent traffic encroachments shall be constructed to facilitate the movement oftraffic across the subbase. The Contractor shall remove and replace areas damaged by vehicles or equipment without additional compensation.
H. WEATHER LIMITATIONS: The subbase mixture shall not be placed when the air temperature in the shade is less than 5C and falling but it may be placed when the air temperature under similar conditions is 2C and rising. The subbase shall be protected from effects of rain until the surface has sufficiently hardened to prevent marring. Cold weather protection of the subbase shall be in accordance with Sub-Section 430.04.JA.
326.05 QUALITY OF SUBBASE: Portland Cement Concrete Subbase shall be produced by combining authorized proportions of approved materials in homogeneous uniform batches in accordance with construction methods specified herein. Concrete produced in a stationary central mix plant shall be mixed for a minimum of 60 seconds after all materials have entered the drum. Mix time may be reduced if the Contractor can show through representative test that concrete meets requirements of ASTM C94, Requirements for Uniformity, but in no case shall the mix time be less than 50 seconds. Transit mixed concrete shall meet the requirements ofSub-Section 500.05 ofthe Standard Specifications.
A COMPOSITION OF SUBBASE MIXTURE: The Department will determine the required proportions based upon results of tests conducted on samples of materials found to be representative of the material proposed for use. The Contractor shall be responsible for securing and delivering sufficient quantity of materials to the Laboratory for evaluation. An approved design for the mixture shall conform to the following:
1. The aggregate shall meet requirements of Sub-Section 815.01, as amended, at the time of use. Aggregates may be manufactured to meet
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326.06
the required gradation at the quarry or may be blended at the plant site to produce the desired results. Aggregates may be handled in one or more stockpiles provided the gradation is uniform at the time ofbatching. 2. The minimum cement content for an approved design shall be 165 kg/m3 of Portland Cement concrete subbase. Fly ash may be used as a partial replacement for Portland Cement provided: (a) The quantity of cement replaced is no more than 15 percent by weight, (b) Cement is replaced by fly ash at the rate of 1.25 - 2.0 kg of fly ash to each kg of cement, (c) Type IP cement shall not be used in fly ash mixes.
3. The maximum water-cement ratio shall not exceed 1.3. Water-cement ratio shall be calculated based on the total cementious material, including fly ash.
4. Maximum design air content shall be 7.0 percent.
5. Maximum design slump shall be 40 mm.
6. The mixture will be capable of demonstrating a laboratory compressive strength at 28 days of 7 MPa +.18R*. Compressive strength will be determined based upon results of six cylinders prepared and tested in accordance with AASHTO: T 126 and T 22.
*where: R =the difference between the largest observed value and the smallest observed value for all compressive strength specimens at 28 days for a given combination of materials and mix proportions prepared together.
B. FIELD ADJUSTMENT OF DESIGN PROPORTIONS: The Engineer will determine necessary change in design proportions based upon conditions of construction. The Contractor will be notified by letter of the effective date and time of design proportion changes.
C. MIX TOLERANCES: The Engineer will verify that the mix is proportioned in accordance with the approved mix design. The Contractor shall be responsible for determining the required batch weights. Variations in consistency and air content of the mixture shall be within the following limits at the time of placement.
1. CONSISTENCY: Slump shall not exceed 50 mm as determined by GDT 27.
2. AIR CONTENT: Air content shall not exceed 8.0% as determined by applicable method of test, GDT 26, GDT 28, or GDT 32.
D. ACCEPTANCE OF SUBBASE MIXTURE: The mixture shall be accepted based upon results of slump, air tests, water-cement ratio and surveillance of plant operations and mix production as required in the Sampling Testing and Inspection Manual.
326.06 THICKNESS TOLERANCES: Thickness shall be determined by making probe measurements in the fresh mixture at intervals not to exceed 75 m. The Contractor shall adjust the strike off to compensate for variations in thicknesses. Cores will be obtained to determine the boundaries of areas subject
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326.07

to thickness correction. A construction tolerance of plus or minus 13 mm from the Plan depth will be permitted. Areas deficient in thickness by more than 13 mm but not more than 25 mm may be corrected by increasing the depth of the surface course. Areas deficient in thickness by more than 25 mm shall be removed or corrected as directed by the Engineer. The Engineer may base the decision to remove or correct the area on a plan submitted by the Contractor which will detail how the final pavement profile and grade will be obtained. Areas with excessive thickness shall be subject to removal or evaluation. Removal will not be required when the excessive thickness does not result in a surface course deficient in thickness.
326.07 MEASUREMENT: Portland Cement Concrete Subbase, of the thickness specified, will be measured by the square meter as noted in Section 109, complete in place and accepted, subject to the provisions of Sub-Section 326.06.

326.08 PAYMENT: Portland Cement Concrete Subbase, measured as specified in Sub-Section 326.07, will be paid for at the Contract Unit Price per square meter for each specified thickness shown on the plans. Such payment will be full compensation for furnishing all materials including Portland Cement, first and second applications of curing compound, and for all equipment, labor, mixing, hauling, and incidentals necessary to complete the Item. Payment shall also include the removal and satisfactory replacement of Subbase when required.

Payment will be made under: Item No. 326. Portland Cement Concrete Subbase (mm Thick)

per Square Meter

SECTION 327-MINING, CRUSHING AND STOCKPILING AGGREGATES

SECTION 328-FOAMED ASPHALT STABILIZED BASE COURSE
The Specifications for the Work covered under these Sections will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.
SECTION 400-HOT MIX ASPHALTIC CONCRETE CONSTRUCTION
400.01 DESCRIPTION: This Section covers the general requirements that are applicable to all types of bituminous plant mixtures irrespective of gradation of aggregates, kind and amount of bituminous material or pavement use. This work shall consist of one or more courses of bituminous plant mixture constructed on the prepared foundation or on an existing roadway surface in reasonably close conformity with the lines, grades, thicknesses, and typical cross sections shown on the Plans or established by the Engineer. Work will be accepted on a Lot to Lot basis in accordance with the applicable requirements

248

400.03

of Section 106 and this Section.
400.02 MATERIALS: The materials to be used and specifications for them are listed below:

A. Asphalt Cement, Grade Specified

B. Coarse Aggregates for Asphaltic Concrete

C. Fine aggregate for Asphaltic Concrete

D. Mineral Filler

E. Heat Stable Anti-Stripping Additive

F. Hydrated Lime

G. Silicone Fluid

H. Bituminous Tack Coat:

Asphalt Cement Viscosity Grade AC-10, AC-20, AC-30

1. Hot Mix Asphaltic Concrete Mixtures

:

J. Waste or Recycled Oil for Drying Aggregate

820.01 802.02, 802.03 802.01, 802.03 883.01 831.04 882.03 831.05
820.01 828 829

Upon request of the Department, the Contractor shall furnish formal, written invoices from a supplier for Asphaltic Cement. The invoice shall show the date shipped, the quantity in megagrams, the price per megagram, with or without additives. The Contractor shall purchase asphaltic cement from a supplier willing to finish the Department with copies ofinvoices upon the Department's request.

400.03 EQUIPMENT:

A. GENERAL: Hot mix asphaltic concrete plants producing mix for the Department's use will be governed by the requirements as outlined in Laboratory Standard Operating Procedure No. 27, Quality Assurance for Hot Mix Asphaltic Concrete Plants in Georgia. All equipment for transporting and construction of hot mix asphaltic concrete shall be approved by the Engineer. The equipment shall be in satisfactory mechanical condition and capable of its intended function at all times during production and placement operations.

B. PLANT EQUIPMENT:

1. SCALES: Bituminous plant mixtures, regardless of the method of measurement for payment, shall be weighed on scales furnished by and at the expense of the Contractor. Weight measuring devices used for documentation shall meet the requirements of Sub-Section 109.01. In lieu of platform scales, the Contractor may provide weight mechanisms or devices that directly record the net weights of the mixture delivered to the truck. Net weight weighing systems will include, but not be limited to: (1) hopper or batcher type weight systems that deliver asphaltic mixture directly to the truck; and (2) fully automatic batching equipment and a digital recording device. A net weight printing system shall be used only in conjunction with automatic batching and mixing systems which have been approved by the Engineer. Any net weight scale mechanism or device manufacturer, installation, performance and operation shall meet the requirements as outlined in Sub-Section 109.01. Project ticket recordation shall be in

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400.03
accordance with Department of Transportation Standard Operating Procedure No. 15.
The accuracy of net weight weighing mechanisms shall be certified at least once every six months. Such certification shall be furnished by an approved registered scale serviceman and the Contractor will be responsible for obtaining this certification.
The accuracy of net weight weighing mechanisms shall be checked at the commencement of project production and thereafter as directed by the Engineer. This accuracy check shall be made by weighing a load on a set of certified commercial truck scales. The allowable difference between the printed total net weight and that obtained from the commercial scales shall be not greater than 4 kg/Mg of load. The accuracy of the bitumen scales shall be checked with standard test weights. If the checks indicate that any printed weights are out of tolerance, the Contractor must have a registered scale serviceman check the batch scales and certify the accuracy of the printer. While the printer system is out of tolerance and before its adjustment, the Contractor may continue production only if provisions are made to use a set of certified truck scales to determine the truck weights.
All plants utilizing batch scales shall maintain ten 20 or 25 kg standard test weights at the plant site to check batching scale accuracy.
Tolerances for plant scales that are used only for proportioning mixture ingredients, but are not used to determine pay quantities, shall be 2.0% throughout the range.
2. CALIBRATION: Prior to the start of production of any mixture for the project, the Contractor shall have calibrated, by scale weight, the electronic sensors or settings for proportioning all mixture ingredients. Proportioning of every ingredient shall be calibrated for all rates of production. The Contractor shall maintain a dated, written record of the most recent calibration which shall be available for the Engineer's inspection at all times. Such records shall be in the form of graphs, tables, charts or mechanically prepared data. If the material changes, or if a component affecting the ingredient proportions has been repaired, replaced, or adjusted, the proportions shall be checked and recalibrated.
3. TIME LOCKING DEVICES: Batch type asphalt plants shall be equipped with automatic time locking devices which control the time of mixing automatically. These devices shall be constructed so that the operator will not have at his disposal the means to shorten or eliminate any portion of the mixing cycle.
4. SURGE AND STORAGE SYSTEMS: Bins intended for mixture storage shall be insulated and have a working seal, top and bottom to prevent infiltration of outside air and maintain an inert atmosphere during storage. Mixtures may be stored in a properly sealed and insulated system for 24 hours. Mixtures stored in a suitably sealed and insulated system, equipped with an auxiliary inert gas system, may be stored up to 72 hours, upon approval of the Engineer.
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400.03
Bins not equipped as storage bins may be utilized as surge bins. Surge bins may be used to hold hot mixtures for part of the working day, but such bins shall be emptied completely at the close of the working day.
Means shall be provided on storage and surge bins to retain a predetermined minimum level of mixture in the bin when loading trucks.
Any signs of segregation, lumpiness, or stiffness of mix which has been stored shall be sufficient cause for rejection of the mixture. The approval of the use of a surge or storage bin will be withdrawn by the Engineer if segregation of the mixture is evident or if there is excessive heat loss or oxidation of the stored mixture relative to its properties prior to storage. At the discretion of the Engineer, samples of mixture may be obtained and the asphalt cement recovered in accordance with GDT-119. Viscosity and Penetration tests will be determined by AASHTO T 202 and T 49 for use in the decision as to how much asphalt hardening has occurred.
5. CONTROLS FOR DUST COLLECTOR FINES: Where airborne aggregate particles are collected and returned to the mixture, the return system shall have the capabality to meter all or any part of the collected dust uniformly into the aggregate mixture and to waste the excess. The percent of the collected dust to be returned to the mixture shall be subject to the approval of the Engineer. When the collected dust is returned directly to the flow of hot aggregate, the dust feeder shall be interlocked with the hot aggregate flow and shall be metered so as to maintain a constant, accurate proportion and uniform flow.
6. MINERAL FILLER SUPPLY SYSTEM: When mineral filler is required as an ingredient of the mixture, a separate bin and feed system shall be utilized to store and accurately proportion the required quantity into the mixture in such a manner that uniform distribution will be obtained. The feeder system shall be controlled by a proportioning device which shall be accurate to within plus or minus 10 percent of the filler required. The proportioning device shall have a convenient and accurate means of calibration. The proportioning device shall be interlocked with the aggregate feed or weigh system so as to maintain the correct proportions for all rates of production and batch sizes. Flow indicators or sensing devices for the mineral filler system shall be provided and interlocked with the plant controls so that mixture production will be interrupted if introduction of the mineral filler fails. The method of adding mineral filler to the mixture shall be as follows according to the type of plant: When a batch type asphalt plant is used, mineral filler shall normally be added to the mixture in the weight hopper. On continuous plants using pugmill mixers, the mineral filler shall be fed into the hot aggregate prior to its introduction into the mixer in such a manner that dry mixing will be accomplished before the bituminous material is added. On continuous plants using the drierdrum mixers, the mineral filler shall be added in such a manner that
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400.03
the filler will not become entrained into the air stream of the drier.
7. SYSTEM FOR HYDRATED LIME TREATMENT: When hydrated lime is required as an ingredient of the mixture, a separate bin and feed system shall be utilized to store and accurately proportion the required quantity into the mixture. Uniform lime. coating of the aggregate shall be obtained prior to adding the bituminous material to the mixture. The hydrated lime shall be added in such a manner that it will not become entrained in the exhaust system ofthe drier or the plant. The feeder system shall be controlled by a proportioning device which shall be accurate to within plus or minus 10 percent of the amount required. The proportioning device shall have a convenient and accurate means of calibration. The proportioning device shall be interlocked with the aggregate feed or weigh system so as to maintain the correct proportions for all rates of production and batch sizes and to ensure that all mixture produced is properly treated with lime. Flow indicators or sensing devices for the hydrated lime system shall be provided and interlocked with the plant controls so that mixture production will be interrupted if introduction of the hydrated lime fails. The addition of the hydrated lime to the aggregate may be accomplished by Method (A) or (B) as follows: METHOD (A)-DRY FORM: The addition of hydrated lime in its dry form to the mixture shall be as follows according to the type of plant: When a batch type asphalt plant is used, hydrated lime shall be added to the mixture in the weigh hopper or as approved and directed by the Engineer. On continuous plants using pugmill mixer, the hydrated lime shall be fed into the hot aggregate prior to its introduction into the mixer in such a manner that dry mixing will be accomplished before the bituminous material is added. On continuous plants using the drier-drum mixers, the hydrated lime shall be added in such a manner that the lime will not become entrained into the air stream of the drier and in such a manner that thorough dry mixing will be accomplished before the bituminous material is added. METHOD (B}-LIMElWATER SLURRY: The required quantity of hydrated lime (based on dry weight) shall be added in lime/water slurry form to the aggregate. This solution shall consist of lime and water in concentrations as directed by the Engineer. The plant shall be equipped to blend and maintain the hydrated lime in suspension and to mix it with the aggregates uniformly in the proportions specified.
8. WASTE OR RECYCLED OIL: If the Contractor chooses to use waste or recycled oil in the drying operation, the Contractor shall preheat the oil until the viscosity at the burner is between 16-21 mPa . s. The vail of aggregate shall be far enough from the burner that it will not fall through the flame. The oil must burn completely so that there is no contamination of the aggregate in the dryer.
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400.03
C. EQUIPMENT AT PROJECT SITE:
1. CLEANING EQUIPMENT: The Contractor shall provide sufficient hand tools and power equipment for cleaning the roadway surface prior to the placement of the bituminous tack coat. The power equipment shall meet the requirements of Sub-Section 424.03.F.
2. PRESSURE DISTRIBUTOR: The pressure distributor for the application of the bituminous tack coat shall meet the requirements of Sub-Section 424.03.A
3. BITUMINOUS PAVERS: The bituminous pavers used for placement of hot mix asphaltic concrete shall be capable of spreading and finishing all courses to the indicated widths and depths, true to line, grade, and cross section, and shall be capable of striking a smooth finish, uniform in density and texture. The bituminous pavers shall be equipped with an automatic screed control system actuated from sensor directed mechanisms or devices which will maintain the paver screed at a pre-determined transverse slope and at the proper elevation to obtain the required surface. The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus 0.1 percent. Set-ups for continuous paving that result in unbalanced screed widths or off center breaks in the main screed cross section will not be permitted unless approved by the Engineer. The paver shall be equipped to permit the following four modes of screed control. The method used shall be approved by the Engineer.
a. Automatic grade sensing and slope control.
b. Automatic dual grade sensing.
c. Combination automatic and manual control.
d. Total manual control.
The controls shall be capable of working in conjunction with a taut string or wire set to grade or a ski-type device or mobile reference at least 9 m in length. Under limited conditions, a short ski or shoe can be substituted for a long ski on the second paver operating in tandem.
The Contractor shall furnish, place, and maintain such supports, wire, devices, and materials as may be required to provide continuous line and grade reference control to the automatic paver control system.
Use of automatic screed controls is required on all projects; however, when the Engineer determines that the project conditions are such that the use of such controls are impractical, then the Engineer may waive either the grade control or slope control requirements, or both.
Whenever the laydown width requires an extension of the paver screed, the screed shall be extended by bolt-on screed extensions or by an approved mechanical screed extension device. Whenever the screed is
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400.04
so extended, auger extensions shall also be added in accordance with the paver manufacturer's recommendations.
Extendible strike-off devices shall not be utilized in lieu of approved screed extensions as described above. A strike-off device may be used only in areas that would normally be luted in by hand labor.
4. COMPACTION EQUIPMENT: The compaction equipment must be in good mechanical condition and capable of compacting the mixture to the required density. The number, type, size, operation, and condition of the compaction equipment shall be subject to the approval ofthe Engineer.
D. VEHICLES FOR TRANSPORTATION AND DELIVERY OF MIXTURES: Trucks used for hauling bituminous mixtures shall have tight, clean, smooth beds. An approved releasing agent from the Qualified Products List, QPL-39, may be used in the beds of the transporting vehicles to prevent the mixture from adhering to the beds. The releasing agent shall not be detrimental to the mixture and shall be applied in such a manner that the excess will be drained from the bed prior to loading. Any truck creating a hazard on the project, or adversely affecting the quality of the work, as determined by the Engineer, shall be removed from the project. Each haul vehicle shall use a waterproof cover large enough to extend down over the side and ends of the bed far enough to protect the mixture and shall be securely fastened while in transit. Adequate provisions shall be made to assure the mixture will be delivered to the roadway at a temperature within lOC of that specified on the Job Mix Formula. Also, the front end and both sides of each truck bed shall be insulated with a suitable insulating material with a minimum "R" value of 4.0. The insulating material may consist of builders insulating board, or its equivalent, and must be capable of withstanding approximately 200C. The insulating material shall be installed in such a manner that it is protected from loss and contamination which would decrease its effectiveness. Each transporting vehicle shall be marked with a clearly visible identification number. A hole shall be provided in each side of the truck bed for the purpose of conveniently checking the temperature of the loaded mixture.
E. TRANSPORTING, CONVEYING AND STORING BITUMINOUS MATERIAL: The containers used in transporting, conveying and storing bituminous material shall be free from foreign material. All containers shall be equipped with sample valves. No bituminous material will be accepted from any conveying vehicles indicating leakage or spillage of bituminous material.
400.04 FIELD LABORATORY: The Contractor shall provide a field laboratory in accorda."lce with Section 152.
400.05 CONSTRUCTION:
A. PAVING PLAN: Prior to starting any Asphaltic Concrete Construction, the
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400.05

Contractor shall submit a paving plan in writing to the Engineer for approval. The paving plan shall include the following information:

1. The proposed starting date

2. Location ofplant(s)

3. Rate of production

4. Average haul distance(s)

5. Number of haul trucks

6. Paver speed (meter/minute) for each placement operation

7. Width of the mat for each placement operation

S. Number and type of rollers for each placement operation

9. A sketch of the typical section showing the sequence of paving for each placement operation

10. Electronic controls to be used for each placement operation

11. A temporary pavement marking plan

Where staged construction is designated, a paving plan will be required for each construction stage.

B. WEATHER LIMITATION: The mixing and placing of asphaltic concrete shall not be performed when the existing surface is wet or frozen. Asphaltic Concrete "D" Mix shall not be laid at air temperature below 15C. For other courses, the air temperature for placement of the mix shall be in accordance with the following Table:

TABLE 400.05.B

Lift Thickness

Minimum Temperature

25 mm or less

13C

26 mm - 50 mm

SoC

51mm-75mm

2C

76 mm - 100 mm

OC

101 mm - 200 mm

Contractor's Discretion

C. PREPARATION OF EXISTING SURFACE: The existing surface shall have been prepared as specified for the particular course.

1. CLEANING OF EXISTING SURFACE: Before beginning the application of any hot mix asphaltic concrete pavement, the existing surface shall be cleaned to the satisfaction of the Engineer.

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400.05

2. PATCHING AND REPAIR OF MINOR DEFECTS: All potholes and broken areas in the existing surface and base, which require patching as directed by the Engineer, shall be corrected prior to placing any leveling course. Areas to be patched shall be cut out, trimmed to vertical sides, and all loose material removed. After the area has been cleaned, it shall be primed or tack coated. Compaction of patches shall be to the satisfaction of the Engineer. Material for this will not require a Job Mix Formula, but shall meet the appropriate gradation range as shown in Section 828. The asphalt content to be used shall be approved by the Engineer.

3. BITUMINOUS TACK COAT: Tack shall be applied in accordance with Section 413. The application rate shall be determined by the Engineer and will be within the limitation as shown in the following Table:

TABLE 400.05.C.3 Application Rates for Bituminous Tack, Um2

Minimum

Maximum

Under D Mixes

0.27

0.36

All Other Mixes

0.18

0.27

* On thin leveling courses and freshly placed Asphaltic

Concrete mixes, the rate of application should be reduced to 0.09 to 0.18 Um2.

4. LEVELING COURSE: Where the existing surface is irregular, it shall be brought to the proper cross section and grade by a leveling course with the Hot Mix Asphaltic Concrete materials specified for this purpose. Leveling shall be placed at the locations and in the amounts directed by the Engineer. Mixtures for leveling courses shall meet the requirement of the approved Job Mix Formula as defined in Sub-Section 400.06 and all appropriate requirements of Section 828 and will be subject to the Acceptance Schedule as stated in Sub-Sections 400.07.A and 400.07.B. Where the mix type for leveling and patching is undesignated, the type of mix to be used shall be determined according to the thickness or rate of spread in accordance with the following table:

TABLE 400.05.C.4.a PATCHING AND LEVELING

Thickness
Up to 19mm 19 to 38mm 38 to50mm 50 to 75mm Over75mm

Rate of Spread Up to 45 kg/m2 45 to 90 kg/m2 90 to 120 kg/m2 120 to 180 kg/m2 Over 180 kg/m2

Type of Mix
GorH HorF E B Base

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400.05

D. SPREADING AND FINISHING:

1. THICKNESS OF LAYERS: Maximum compacted layer thickness of the various courses will be determined by the type mix being used in accordance with the following table:

TABLE 400.05.D.l

Mix Type

Minimum Layer Thickness

Maximum Layer Thickness

Maximum Total Thickness

Base B
B-Modified E F H G Sand Asphalt Surface and/or Leveling Sand Asphalt For Base D

65mm 45mm 40mm 35mm 30mm 25mm 20mm
23kg/m2

100mm* 75mm * 65mm * 50mm 40mm 35mm 30mm
40mm 75mm * 27kg/m2

150mm 150mm 100mm 75mm 50mm
50mm 150mm

*On trench widening, allow up to 150 mm per lift.
2. SPREADING OPERATION: Upon arrival at the point of paving operations the mixture shall be unloaded into the paver hopper or into an approved secondary device designed to receive the mixture from the delivery vehicles and transfer it into the spreader. Except for leveling courses, the mixture shall be spread by means of a mechanical spreader, true to line, grade, and cross section specified and to the loose depth that will result in the specified compacted thickness or the specified rate of spread.
For leveling courses, initial spreading of the material may be accomplished with a motor grader equipped with a spreader box or with a mechanical spreader. Final shaping prior to rolling shall ordinarily be accomplished with a second motor grader equipped with smooth tires. In cases where the leveling is being placed to correct existing grades and/or slopes or when being placed at an average depth of 19 mm or greater or at an average spread rate of 45 kg/m2 or greater, the leveling may, at the Engineer's discretion, be accomplished with a mechanical spreader which meets requirements set forth in Sub-Section 400.03.C.
Sequence of paving operations, including paving of adjoining lanes, will be subject to the approval of the Engineer and shall be such that tracking of tack onto surrounding surfaces will be kept to a minimum.
The outside edges of the pavement being laid shall be in true align-
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400.05
ment and parallel to the centerline ofthe roadway.
On contracts containing multiple lifts or courses, the width of the individual lifts shall be arranged such that the longitudinal joints of each successive lift are offset from the previous lift a minimum of 300 mm. This requirement does not apply to the lift immediately over thin lift leveling courses. The longitudinal joint(s) in the surface course and the mix immediately underneath Asphaltic Concrete D shall be at the lane line(s).
No loads shall be sent out so late in the day as to prevent the completion of spreading and compaction of the mixture during daylight, unless sufficient artificial light is provided and is approved by the Engineer.
In areas where irregularities or obstacles make the use of mechanical equipment impractical, the mixture shall be spread and raked by hand. The sequence of operations, including compactive methods, in these areas shall be approved by the Engineer. The Contractor shall provide suitable means for keeping all small tools used for this purpose clean and free from accumulations of asphalt. Fuel oil or other detrimental solvents shall not be used for cleaning tools during the progress of the work.
Mixture which is segregated, non-conforming to temperature, containing a deficiency or excess of asphalt cement or otherwise unsuitable for placement on the roadway, shall not be used in the Work. Any mixture which after placement on the roadway is determined by the Engineer to have unacceptable levels of blemishes caused by segregation, streaking or pulling and tearing or having any other unacceptable characteristics, shall be removed and replaced with acceptable mixture at the Contractor's expense. The Contractor shall take whatever measures necessary to prevent continual placement of mixture which has these deficiencies.
Subsequent lifts of courses shall not be placed over another lift or course placed on the same day while the temperature of the previously placed mix is 60C or greater.
3. ROLLING OPERATION: Type of equipment used for compacting the material shall be approved by the Engineer. Rolling shall be started as close behind the spreader as possible without excessive distortion and shall be continued until roller marks are no longer visible. PneumaticTired Rollers shall be used in conjunction with breakdown rollers on all surface and subsurface courses excluding Asphaltic Concrete D.
4. TAPERING: On projects where applicable, asphaltic concrete shall be tapered or "feathered" from full depth to a depth no greater than 13 mm along curbs, gutters, raised pavement edges, and other places where necessary to retain the drainage characteristics of the road. Decisions concerning location and extent of tapering will be made by the Engineer.
E. CONTINUITY OF OPERATIONS: Plant production, transportation and paving operations shall be so coordinated that a uniform continuity of
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400.05

operation is maintained. If the spreading operations are interrupted for

one hour or more, a transverse joint shall be constructed.

.

F. CONSTRUCTION OF CONTROL STRIPS AND DETERMINATION

OF TARGET DENSITY: To determine Target Density, a Control Strip

for each type of mix shall be constructed at the beginning of work on

each pavement course. A Control Strip for each type of mix shall be at

least 150 m and shall be placed to the same width and thickness to be

utilized during construction for that type ofmix. The materials used in

the construction of the Control Strip shall conform to the requirements

of an approved Job Mix Formula as defined in Sub-Section 400.06. They

shall be furnished from the same source and shall be of the same type

used in the remainder of the pavement course and mix type represented

by the Control Strip. The initial Control Strip will be composed of mate-

rial produced during the Adjustment Period as defined in Sub-Section

400.07.D.

The mean density of the Control Strip, if accepted, shall be the

Target Density for the remainder of the pavement course which it

represents. The mean density of the Control Strip will be determined by

averaging the results of five density tests taken at randomly selected

sites within the Control Strip. The density shall be tested in accordance

with GDT-73, Procedure 2.a. (Cores) or Procedure 2.b. (Nuclear Gauge).

Equipment selected by the Contractor for spreading, rolling and

compacting the Control Strip and the rolling pattern shall meet the

approval of the Engineer. The air temperature for placement of the

Control Strip shall be in accordance with Table 400.05.B.

Compaction of Control Strips shall commence as soon as possible

after the mixture has been spread to the desired thickness, and shall be

continuous and uniform over the entire surface. Compaction of the

Control Strip shall be continued until no appreciable increase in density

can be obtained by additional roller coverages.

If the mean density of the Control Strip is less than 94 percent of

the theoretical voidless mix for mixtures requiring 50 blow Marshall

designs or less than 95 percent of the theoretical voidless mix for

mixtures requiring 75 blow Marshall designs (See Sub-Section

828.01.J.), the Engineer may order the construction of another Control

Strip or at his discretion establish a maximum practical Target Density.

A new control Strip may also be ordered by the Engineer or

requested by the Contractor when:

1. A change in Job Mix Formula is made.

2. A change in the material from the source is observed.

3. There is a reason to believe that a Control Strip density is not representative of the bituminous mixture being placed.

G. MIXTURES NOT REQUIRING CONTROL STRIPS: Control Strips will not be required on Contracts involving 2000 Mg or less of Asphaltic Concrete of all types, nor on Contracts having less than 1000 m of continuous mainline paving regardless of quantity. The Target Density

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400.06
on these Contracts will be set at 94 percent of the theoretical voidless mix for mixtures requiring 50 blow Marshall designs or 95 percent of the theoretical voidless mix for mixtures requiring 75 blow Marshall designs (See Sub-Section 828.01.J.) or if job conditions warrant, the
. Engineer may establish a maximum practical Target Density.
Provisions of the Compaction Acceptance Table 400.07.B.1. shall app For Asphaltic Concrete and Sand Asphalt placed at 50 kg/m or
less, for Asphaltic Concrete "C," and for Asphaltic Concrete D, Control Strips will not required. These courses shall be compacted to the satisfaction ofthe Engineer.
H. JOINTS:
1. TRANSVERSE: Transverse joints shall be constructed in such a way to facilitate full depth exposure of the course before placement of the affected course recommences. The vertical face of the transverse joint shall be properly cleaned and tacked before additional material is placed. In no case shall the joint be heated by applying fuel oil or other volatile materials and burning. All transverse joints shall be straightedged as soon as practical after forming and any irregularity in excess of 5 mm in 3 m shall immediately be corrected.
2. LONGITUDINAL: Longitudinal joints shall be constructed in such a manner that the joint is smooth, well sealed and bonded.
1. PROTECTION OF PAVEMENT: Sections of the newly finished pavement shall be protected from traffic until the traffic will not mar the surface or alter the surface texture. If directed by the Engineer, artificial methods will be used to cool the newly finished pavement to facilitate opening to traffic.
400.06 COMPOSITION OF MIXTURES: Hot Mix Asphaltic Concrete shall be a uniform mixture of aggregates, bituminous material, and if required, hydrated lime, mineral filler, or any other approved additive. The constituents shall be proportional so as to produce mixtures meeting the requirements given in Section 828. The general composition limits prescribed are extreme ranges within which the Job Mix Formula must be established. All mixtures shall be based on a design analysis meeting the requirements of Section 828.
A. ESTABLISHMENT OF JOB MIX FORMULA: Mter the Contract has been awarded, the Contractor shall submit in writing to the Engineer, a proposed Job Mix Formula for each type of mixture to be used. The following information shall be furnished for each mix submitted:
1. The specific project for which the mixture will be used.
2. The source and description of the materials to be used.
3. The proportions of the raw materials as intended to be combined in the paving mixture.
4. A single percentage of the combined mineral aggregates passing each specified sieve. For Sand Asphalt, the Contractor shall show a gradation
260

400.06
band within which the material will be controlled.
5. A single percentage of asphalt by weight of total mix intended to be incorporated in the completed mixture.
6. A single temperature at which the mixture is intended to be discharged from the plant.
7. The name of the individual or agency responsible for the Quality Control of the mixture during production.
8. The results of a design study providing the required information to conform to the appropriate requirements of Section 828, if the Contractor chooses to use a design that was not formulated by the Department. All proposed Job Mix Formulas shall be submitted for approval at least two weeks prior to beginning mixing operations. No Hot Mix Asphaltic Concrete work shall be started nor will any mixture be accepted until the Engineer has approved a Job Mix Formula for the mixture to be used. After a Job Mix Formula has been approved, the Contractor will assume responsibility for the Quality Control of the mixtures supplied to the Department in accordance with Sub-Section 106.01. For Sand Asphalt Mixtures, the Contractor shall exercise reasonable control of the materials so that extreme variations do not occur. The gradation shall be maintained within the composition limits as specified in Section 828. If the results of any control tests indicate that the characteristic tested does not conform to the Job Mix Formula within the Mixture Control Tolerances as specified in Section 828, immediate corrective action shall be taken as necessary to assure that the Contractor's Quality Control Methods are effective.
B. PREPARATION OF BITUMINOUS MATERIAL: The Bituminous Material shall be uniformly heated to the temperature specified in the Job Mix Formula with a tolerance of lOC.
C. PREPARATION OF AGGREGATE: The aggregate for the mixture shall be heated in a manner that will assure a mix temperature within the limits of the Job Mix Formula. No fuel contamination of the aggregate will be permitted in the heating of the aggregate operation. Absorbed moisture in the aggregate shall be reduced to such a quantity that there is no objectionable segregation of asphalt from aggregate in the prepared mixture. When indications of such a problem exist, the Engineer will establish a maximum limit for moisture content in the aggregates. Once this limit is established, it will be the responsibility of the Contractor to maintain the moisture content below this limit.
D. PREPARATION OF MIXTURE: The mixture ingredients shall be proportioned as necessary to meet the required Job Mix Formula. The mixing time will be that required to produce a homogenous mixture.
1. ADDITION OF MINERAL FILLER: When mineral filler is used, it
261

400.07
shall be introduced in the proper proportions and as specified in SubSection 400.03.B.6. 2. ADDITION OF HYDRATED LIME: When hydrated lime is to be included in the mixture, it shall be added at a rate specified in Section 828 and the Job Mix Formula. The methods and equipment for adding hydrated lime shall conform to Sub-Section 400.03.B.7.
3. MATERIALS FROM DIFFERENT SOURCES: Mixtures prepared from aggregates from different sources shall not be used intermittently in such a way that the color of the finished pavement varies.
E. MODIFICATION OF JOB MIX FORMULA:
1. The Contractor may, at any time after construction has started, request that the Job Mix Formula be revised as necessary and submit a revised formula for consideration.
2. When the Engineer determines that an undesirable mixture or mat characteristic is being obtained, an immediate adjustment in the Job Mix Formula may be required.
400.07 ACCEPTANCE PLANS:
A. GRADATION AND ASPHALT CEMENT CONTENT: Mixtures will be randomly sampled and tested by the Engineer for acceptance on a Lot basis. A Lot shall consist of the number of megagrams of Asphaltic Concrete produced and placed each production day; however, if this production is less than 500 Mg, or its square meter equivalent, it may be incorporated in the next working day's production. The Engineer may terminate a Lot when a pay adjustment is imminent if it is determined that a plant or materials adjustment has been made which indicates a probable correction. In the event the final day's production is insufficient to constitute a Lot, it may be included in the Lot for the previous day's run, or at the discretion of the Engineer, may be treated as a separate Lot with a corresponding lower number of tests. Lot acceptance of the mixture will be based upon the mean of the deviations from the Job Mix Formula of the specified number of test results per Lot in accordance with the Mixture Acceptance Schedule. This mean will be determined by averaging the actual numeric value of the individual deviations from the Job Mix Formula, disregarding whether the deviations are positive or negative amounts. Table 400.07.A.1. shall be used to determine acceptance of all surface mixes and Table 400.07.A2. shall be used to determine acceptance of all subsurface mixes. The samples for Lot acceptance of the mixture will be taken randomly in accordance with GDT-73. In the event less than the specified number of samples are taken, acceptance will be based on the mean ofthe deviations from the Job Mix Formula of the number of tests run, using the appropriate column in the Mixture Acceptance Schedule. When anyone of the Pay Factors for a specific acceptance Lot is less
262

400.07
than 1.0, the payment for the Lot will be determined by multiplying the Contract Unit Price by the appropriate adjusted Pay Factor. When two or more Pay Factors for a specific acceptance Lot are less than 1.0, the adjusted payment will be determined by multiplying the Contract Unit Price by the lowest Pay Factor.
If the mean of the deviations from the Job Mix Formula of the Lot Acceptance tests for a particular sieve, or sieves or for asphalt cement content exceeds the tolerances established in the appropriate Mixture Acceptance Schedule and if the Engineer determines that the material need not be removed and replaced, the Lot may be accepted at an adjusted Unit Price as determined by the Engineer. If the Engineer determines that the material is not acceptable to leave in place, the materials shall be removed and replaced at the Contractor's expense.
For asphalt cement content only, on plants with digital recorders, digital printouts of liquid asphalt cement weights may be substituted in lieu of an extraction test in accordance with the appropriate table in the Mixture Acceptance Schedule. The asphalt cement content shall be calculated from the ticket representing the mixture tested for gradation. The asphalt cement content calculated from each ticket will be considered a test.
The Pay Factor will be determined using the mean of the deviations from the Job Mix Formula of the individual tests in each Lot and applied to the digital print-out table in the Mixture Acceptance Schedule. Any test results for materials not used in the Work shall not be included in the calculations for Lot Acceptance.
Any Pay Factor adjustment will be based on control sieves and asphalt cement content. The control sieves used in the Mixture Acceptance Schedule for the various types of mix are as indicated below:

TABLE 400.07.A

Asphaltic Concrete Base - 12.5mm,2.36mm Sieves and Asphalt Cement

Asphaltic Concrete B

- 9.5 mm, 2.36 mm Sieves and Asphalt

Cement

Asphaltic Concrete

- 9.5 mm, 2.36 mm Sieves and Asphalt

B-Modified

Cement

Asphaltic Concrete D

- 4.75 mm, 2.36 mm Sieves and Asphalt

Cement

Asphaltic Concrete E

- 9.5 mm, 2.36 mm Sieves and Asphalt

Cement

Asphaltic Concrete F

- 4.75 mm, 2.36 mm Sieves and Asphalt

Cement

Asphaltic Concrete H

- 4.75 mm, 2.36 mm Sieves and Asphalt

Cement

Asphaltic Concrete G

- 2.36 mm Sieve and Asphalt Cement

Sand Asphalt Type 1 and 2 - Asphalt Cement

Asphaltic Concrete C

- 9.5 mm, 2.36 mm Sieves and Asphalt

Cement

263

400.07
On Contracts involving 1000 Mg or less of Asphaltic Concrete of all types, the mixture will be accepted for 100 percent payment of the Concrete Unit Price provided it:
1. Meets the minimum requirements for a 1.00 Pay Factor for Asphalt Cement Content and a 0.90 Pay Factor for gradation in Table 400.07.A 1. or Table 400.07.A2., whichever is applicable.
2. Meets the minimum requirements for a 0.90 Pay Factor in Table 400.07.B.1.
If the material placed on contracts involving 1000 Mg or less of Asphaltic Concrete of all type fails to meet the above requirements, it will be paid for using the applicable Acceptance Schedule.
B. COMPACTION: The compaction of the mixture as determined by either GDT-39, or GDT-59, will be accepted in Lots as defined in Sub-Section 400.07.A. and shall be within the same Lot boundaries as the mixture acceptance. The mean density of the pavement placed within each Lot will be calculated by averaging the results of five tests run on randomly selected sites in that Lot. The random sites shall be selected using GDT-73.
If the mean density of the pavement placed within any Lot does not equal or exceed 97.5 percent of Target Density as defined in Sub-Section 400.05.E., and the Engineer determines that the material need not be removed and replaced, the Lot may be accepted at an adjusted Unit Price. Payment for that Lot will be determined by multiplying the Contract Unit Price by the adjusted Pay Factor shown in the following Compaction Acceptance Schedule:

PAY FACTOR
1.00 0.97 0.95 0.90 0.80 0.70 0.50

COMPACTION ACCEPTANCE SCHEDULE TABLE 400.07.B.1

PERCENT OF TARGET DENSITY (LOT AVERAGE-5 TESTS)
97.5 or over 97.0-97.4 96.5-96.9 95.5- 96.4 93.4- 95.4 91.5 - 93.3 90.0-91.4

PERCENT OF TARGET DENSITY (LOT AVERAGE.10 TESTS) (for reevaluations)
97.5 or over 97.1- 97.4 96.7 - 97.0 96.0-96.6 94.5-95.9 93.1- 94.4 92.0-93.0

264

MIXTURE ACCEPTANCE SCHEDULE
ASPHALT CEMENT CONTENT AND AGGREGATE GRADATION OF ASPHALT CONCRETE SURFACE MIXES

TABLE 400.07.A.1.

MIXTURE
CHARACTERISTICS
ASPHALT CEMENT CONTENT

(Extraction)

ASPHALT

CEMENT

t:-:l
~

CONTENT

01 (Digital Print-Out)

!M.II!m. SIEVE ("B" Mod. & "E")

1.:M..mzzJ.
SIEVE ("D", "F" & "H")

2.J.6..llllll SIEVE
(All Mixes Except "D")O

PAY
FACTOR
1.00 0.95 0.90 0.80 0.70 0.50
1.00 0.95 0.90 0.80 0.70 0.50
1.00 0.98 0.95 0.90 0.85 0.80
1.00 0.98 0.95 0.90 0.85 0.80
1.00 0.98 0.95 0.90 0.85 0.75

MEAN OF THE DEVIATIONS FROM THE JOB MIX FORMULA

1 TEST

2 TESTS

3 TESTS

0.00 - 0.70 0.71- 0.80 0.81- 0.90 0.91- 1.00 1.01 - 1.19 1.20 - 1.40

0.00 - 0.54 0.55 -0.61 0.62 - 0.68 0.69- 0.75 0.76 - 0.82 0.83 - 0.85

0.00 - 0.46 0.47 - 0.52 0.53 - .58 0.59 - 0.64 0.65 -0.69 0.70-0.72

0.00 - 0.30 0.31- 0.34 0.35-0.38 0.39 - 0.42 0.43 - 0.46 0.47-0.50

0.00 - 0.26 0.27 -0.29 0.30-0.33 0.34 -0.36 0.37 - 0.40 0.41- 0.46

0.00 -0.22 0.23 - 0.25 0.26 -0.28 0.29 - 0.31 0.32 -0.34 0.35 - 0.40

0.00 - 9.0 9.1 - 10.0 10.1- 11.9 12.0-13.0 13.1- 14.0 14.1-14.5

0.006.6 6.7-7.5 7.6 - 8.4 8.5-9.3 9.4 - 10.2 10.3 - 10.5

0.00 -5.6 5.7 -6.3 6.4-7.0 7.1-7.7 7.8- 8.6 8.7 -8.9

0.00- 9.0 9.1- 10.0 10.1- 11.9 12.0 - 13.0 13.1 - 14.0 14.1-14.5

0.00-6.7 6.8-7.6 7.7 - 8.5 8.6 - 9.4 9.5 -10.2 10.3 - 10.5

0.00-5.7 5.8 -6.3 6.4 - 6.9 7.0 -7.5 7.6-8.0 8.1-8.3

0.00 -7.0 7.1- 8.0 8.1- 9.0 9.1-10.9
11.0 - 12.0 12.1- 12.5

0.00 - 5.6 5.7 6.3 6.4 - 7.0 7.1 7.7 7.8-8.5 8.6 8.8

0.00 - 4.8 4.9-5.4 5.5 -6.0 6.1-6.6 6.7 -7.2 7.3 -7.5

4 TESTS
0.00 - 0.41 0.42-0.46 0.47 - 0.51 0.52 - 0.56 0.57 - 0.61 0.62 - 0.64
0.00 - 0.18 0.19 - 0.20 0.21- 0.23 0.24 - 0.25 0.26 - 0.28 0.29 -0.34
0.00-5.0 5.1- 5.6 5.7 -6.3 6.4 -6.9 7.0-7.6 7.7 -8.0
0.00 - 5.2 5.3 -5.8 5.9 - 6.4 6.5 -7.0 7.1 7.6 7.7 -8.0
0.00 - 4.3 4.4 - 4.8 4.9- 5.3 5.4 - 5.8 5.9-6.4 6.5 -6.8

5 TESTS
0.00 -0.38 0.39 - 0.43 0.44-0.47 0.48 - 0.52 0.53 -0.56 0.57-0.59
0.00 -0.16 0.17 - 0.18 0.19 - 0.21 0.22 -0.23 0.24 - 0.26 0.27 -0.31
0.00 - 4.6 4.7 -5.2 5.3-5.8 5.9-6.3 6.4 - 6.9 7.0 -7.5
0.00 - 4.8 4.9-5.4 5.5 -5.9 6.0 -6.5 6.6-7.0 7.1- 7.5
0.00-4.0 4.1- 4.5 4.6-4.9 5.0-5.4 5.5 -5.8 5.9-6.3

6 TESTS
0.00 - 0.35 0.36 -0.39 0.40 -0.45 0.44 - 0.47 0.48 - 0.51 0.52 - 0.55
0.00 -0.14 0.15 -0.16 0.17 - 0.19 0.20 -0.21 0.22 - 0.24 0.25 - 0.28
0.00 - 4.2 4.3 -4.7 4.8-5.3 5.4 - 5.8 5.9- 6.3 6.4 - 6.8
0.00 - 4.4 4.5 -4.9 5.0 - 5.4 5.5 -5.9 6.0 - 6.4 6.5 -6.9
0.00 - 3.6 3.7 - 4.1 4.2 -4.5 4.6- 4.9 5.0 -5.3 5.4-5.7

7 TESTS
0.00 - 0.32 0.33 - 0.36 0.37 - 0.40 0.41-0.44 0.45 - 0.47 0.48 - 0.51
0.00 - 0.13 0.14 - 0.15 0.16 - 0.18 0.19 - 0.20 0.21- 0.22 0.23-0.25
0.00 -3.9 4.0 - 4.4 4.5 -5.0 5.1- 5.4 5.5- 5.9 6.0 - 6.4
0.00-4.1 4.2- 4.6 4.7 -5.0 5.1- 5.5 5.6-5.9 6.0 - 6.4
0.00 - 3.4 3.53.8 3.9- 4.2 4.3 - 4.6 4.7-5.0 5.1- 5.3

8 TESTS
0.00 -0.30 0.31- 0.34 0.35 - 0.37 0.38 - 0.41 0.42-0.44 0.45-0.48
0.00 - 0.13 0.14 - 0.15 0.16 - 0.17 0.18 - 0.19 0.20 - 0.21 0.22 -0.23
0.00 - 3.6 3.7 - 4.1 4.2 -4.6 4.7 -5.0 5.1- 5.5 5.6-6.0
0.00 -3.8 3.9-4.3 4.4 - 4.7 4.8 - 5.1 5.2 -5.5 5.6- 5.9
0.00 -3.2 3.3 -3.6 3.7 -3.9 4.0 -4.3 4.4 - 4.6 4.7-4.9

~SieveFor "D" Mix:

When the mean of the deviations from the Job Mix Formula for a particular Lot exceeds the Tolerance for a 1.00 Pay Factor in tbe appropriate column, the Lot

00"""

will be paid for at 0.50 of the Contract Price.

0

-:l

MIXTURE ACCEPTANCE SCHEDULE

.;:...

0

0

ASPHALT CEMENT CONTENT AND AGGREGATE GRADATION

0

OF ASPHALT CONCRETE SUBSURFACE MIXES

-:J

TABLE 400.07.A.2.

MIXTURE
CHARACTERISTICS
ASPHALT CEMENT CONTENT

(Extraction)

ASPHALT CEMENT CONTENT

l\:)

(Digital Print-Out)

0>

0>

l2&..m!!LSIEVE

(Base) 9.5mm SIEVE
(C;,.B 'W Mod. & 'E') 1.:M.mm. SIEVE

('F" & 'W) 2.36 mm SIEVE

(ALL MIXES)

PAY
FACTOR
1.00 0.95 0.90 0.80 0.70 0.50
1.00 0.95 0.90 0.80 0.70 0.50
1.00 0.98 0.95 0.90 0.85 0.80
1.00 0.98 0.95 0.90 0.85 0.80
1.00 0.98 0.95 0.90 0.85 0.80
1.00 0.98 0.95 0.90 0.85 0.75

MEAN OF THE DEVIATIONS FROM THE JOB MIX FORMULA

1 TEST

2 TESTS

3 TESTS

0.00 - 0.80 0.81- 0.90 0.91 - 1.00 1.01 - 1.19 1.20 - 1.40 1.41- 1.60

0.00 - 0.61 0.62 - 0.68
0.69 - 0.75 0.76 - 0.82 0.83 -0.85 0.86 - 0.88

0.00 - 0.52 0.53 - 0.58 0.59- 0.64 0.65 - 0.69 0.70 - 0.72 0.73 - 0.75

0.00 - 0.30 .31-0.34 .35 - 0.38 .39 - 0.42 .43-0.46 .47 - 0.50

0.00 -0.26 0.27 - 0.29 0.30 - 0.33 0.34 -0.36 0.37 - 0.40 0.41- 0.44

0.00 - 0.22 0.23 - 0.25 0.26 - 0.28 0.29 - 0.31 0.32 - 0.34 0.35 - 0.37

0.00 - 12.9 13.0 - 14.0 14.1- 15.0 15.1 - 16.0 16.1 - 17.0 17.1- 18.0

0.00 - 8.1 8.2 - 9.1 9.2 - 10.1
10.2 - 11.1 11.2-11.5 11.6-11.9

0.00 - 6.9 7.0 -7.7 7.8 -8.5 8.6-9.3 9.4 - 9.6 9.7-9.9

0.00-10.0 10.1 - 11.9 12.0 - 13.0 13.1- 14.0 14.1- 14.5 14.6-15.0

0.00 -7.5 7.6 - 8.4 8.5 -9.3 9.4 - 10.2
10.3 - 10.5 10.6 - 10.8

0.00 - 6.3 6.4 - 7.0 7.1- 7.7 7.8-8.6 8.7 -8.9 9.0 -9.2

0.00 - 10.0 10.1- 11.9 12.0 - 13.0 13.1- 14.0 14.1-14.5 14.6 - 15.0

0.00 - 7.6 7.7 -8.5 8.6 - 9.4 9.5 - 10.2
10.3 - 10.5 10.6 - 10.8

0.00 - 6.3 6.4 - 6.9 7.0 -7.5 7.6- 8.0 8.1- 8.3 8.4 - 8.6

0.00 - 8.0 8.1-9.0 9.1-10.0
10.1 - 11.9 12.0 - 13.0 13.1 - 14.0

0.00 - 6.3 6.4 - 7.0 7.1-7.7 7.8 -8.5
8.6-8.8 8.9 - 9.1

0.00 - 5.4 5.5 - 6.0 6.1- 6.6 6.7 -7.2 7.3 -7.5 7.6-7.8

4 TESTS
0.00 - 0.46 0.47 - 0.51 0.52 - 0.56 0.57 - 0.61 0.62 - 0.64 0.65 - 0.67
0.00- 0.18 0.19 - 0.20 0.21- 0.23 0.24 - 0.25 0.26 - 0.28 0.29 - 0.31
0.00 - 6.1 6.2 -6.8 6.9-7.5 7.6-8.2 8.3 -8.6 8.7 -9.0
0.00 - 5.6 5.7 -6.3 6.4 - 6.9 7.0 -7.6 7.7-8.0 8.1 - 8.4
0.00 - 5.8 5.9-6.4 6.5 -7.0 7.1-7.6 7.7 -8.0 8.1 - 8.4
0.00 - 4.8 4.9-5.3 5.4 - 5.8 5.9 - 6.4 6.5 -6.8 6.9 - 7.2

5 TESTS
0.00 - 0.43 0.44-0.47 0.48 - 0.52 0.53 - 0.56 0.57 - 0.59 0.60 -0.63
0.00 - 0.17 0.18 - 0.19 0.20 - 0.22 0.23 -0.24 0.25 - 0.27 0.28 - 0.30
0.00 - 5.5 5.6-6.1 6.2-6.7 6.8-7.4 7.5 -7.8 7.9 - 8.1
0.00 - 5.2 5.3-5.8 5.9-6.3 6.4 - 6.9 7.0 -7.5 7.6-7.8
0.00 - 5.4 5.5 - 5.9 6.0 -6.5 6.6-7.0 7.1-7.5 7.6-8.0
0.00 - 4.5 4.6 - 4.9 5.0 - 5.4 5.5 -5.8 5.9-6.3 6.4 - 6.6

6 TESTS
0.00 - 0.39 0.40 - 0.43 0.44 - 0.47 0.48 - 0.51 0.52 - 0.55 0.56- 0.60
0.00 - 0.16 0.17 - 0.19 0.20 - 0.21 0.22 - 0.24 0.25 -0.27 0.28 -0.30
0.00 - 5.0 5.1- 5.6 5.7 - 6.1 6.2 -6.7 6.8 - 7.0 7.1-7.3
0.00 - 4.7 4.8- 5.3 5.4 - 5.8 5.9-6.3 6.4 - 6.8 6.9-7.3
0.00 - 4.9 5.0-5.4 5.5 -5.9 6.0 - 6.4 6.5 -6.9 7.0 -7.4
0.00 - 4.1 4.2- 4.5 4.6 - 4.9 5.0 -5.3 5.4 - 5.7 5.8 - 6.1

7 TESTS
0.00 - 0.36 0.37 - 0.40 0.41 - 0.44 0.45-0.47 0.48 - 0.51 0.52 -0.56
0.00 - 0.15 0.16 - 0.18 0.19 - 0.20 0.21-0.22 0.23 - 0.25 0.26 - 0.28
0.00 - 4.7 4.8 -5.2 5.3 -5.7 5.8 -6.3 6.4 - 6.5 6.6-6.8
0.00 - 4.4 4.5 -5.0 5.1 - 5.4 5.5 -5.9 6.0 - 6.4 6.5 -6.8
0.00 - 4.6 4.7 -5.0 5.1- 5.5 5.6-5.9 6.0 - 6.4 6.5 -6.8
0.00 - 3.8 3.9-4.2 4.3 - 4.6 4.7 - 5.0 5.1-5.3 5.4 - 5.7

8 TESTS
0.00 - 0.34 0.35 - 0.37 0.38 - 0.41 0.42-0.44 0.45 - 0.48 0.49 - 0.52
0.00 - 0.15 0.16 - 0.17 0.18 - 0.19 0.20 - 0.21 0.22 - 0.23 0.24 - 0.26
0.00 - 4.4 4.5 - 4.9 5.0 - 5.4 5.5 -5.9 6.0 - 6.1 6.2 - 6.4
0.00 - 4.1 4.2 -4.6 4.7 -6.0 5.1- 5.5 5.6 -6.0 6.1-6.5
0.00 - 4.3 4.4 - 4.7 4.8 - 5.1 5.2 -5.5 5.6-5.9 6.0 -6.3
0.00 - 3.6 3.7 -3.9 4.0 - 4.3 4.4 - 4.6 4.7 - 4.9 5.0 - 5.3

400.07
It is the intent of this Specification that uniform compaction be obtained. If a Lot is to receive a Pay Factor of 1.00 for compaction acceptance, the "range" cannot exceed 4.0% on new construction or 5.0% for resurfacing projects. The range is defined as the difference between the largest and smallest compaction acceptance test within the affected Lot.
If the range tolerance is exceeded, a Pay Factor of 0.95 will be applied. If a Lot receives reduced payment due to the range requirements and also receives reduced payment as outlined in Table 400.07.B.1., the lowest Pay Factor will be applied. The reduced Pay Factor for compaction range will not apply to the mixture placed during the Adjustment Period, as defined in 400.07.D. Also, the reduced Pay Factor for compaction range will not apply whenever all the compaction tests within a given Lot are 97.5 percent or more ofthe Target Density.
C. SURFACE TOLERANCE: Acceptance testing for surface course tolerance will be conducted by the Maysmeter method in accordance with test procedure GDT-93. This testing shall be performed only on surface courses and only on the mainline of the roadway and on ramps more than 800 m in length. Pavement courses to be overlaid with a friction course are considered surface courses for purpose of this provision. Other asphalt paving shall be subject to straightedge and visual inspection and correction of irregularities as set forth in Sub-Section 400.07.C.l below. Evaluation of surface courses shall be on individual Maysmeter test sections, normally 1 km in length.
1. VISUAL AND STRAIGHTEDGE INSPECTION: All paving shall be subject to visual and straightedge inspection during construction operations and thereafter prior to final acceptance. A 3 m straightedge shall be maintained in the vicinity of the paving operation at all times for the purpose of measuring surface irregularities on all courses. The straightedge and labor for its use shall be provided by the Contractor. The surface of base, intermediate, and surface courses shall be inspected with the straightedge as necessary to detect irregularities. All irregularities in excess of 5 mm in 3 m for base and intermediate courses and 3 mm in 3 m for surface courses shall be corrected. Irregularities such as rippling, tearing, or pulling which in the judgement of the Engineer indicate a continuing problem in equipment, mixture or operating technique will not be permitted to recur. The paving operation shall be stopped until appropriate steps are taken by the Contractor to correct the problem.
2. TARGET SURFACE SMOOTHNESS: It is the intent of this Specification that the smoothest possible ride be achieved during Construction. The Contractor shall take whatever action necessary to see that the surface smoothness does not exceed the appropriate Maysmeter roughness indices as follows:
267

400.07

Construction Description

Maysmeter Indices (mmlkm)

Asphaltic Concrete "D" on Interstates

and Asphaltic Concrete "D" on all new

construction

400

Other resurfacing on Interstates,

Asphaltic Concrete "D" resurfacing on

State Routes, and new construction

475

All other resurfacing on State Routes

(excluding LARP, PR, Airports, Etc.)

550

When the target values are not achieved, the Contractor shall immediately adjust the operations in order to meet the target values.

Corrective work will be required when the Surface Smoothness exceeds the appropriate Maysmeter roughness indices shown below:

Construction Description
Asphaltic Concrete "D" on Interstates and Asphaltic Concrete "D" on all new construction

Maysmeter Indices
475

Other resurfacing on Interstates,

Asphaltic Concrete "D" resurfacing on

State Routes, and new construction

550

All other resurfacing on State Routes

(excluding LARP, PR, Airports, Etc.)

700

Whenever corrective measures are required to correct surface tolerance deficiencies, the methods and type mix used shall be approved by the Engineer.
3. BRIDGE APPROACH RIDE QUALITY: Thirty meters of roadway approaching each end of a bridge located on a state road with four lanes or more, or located on a two lane state road with a current traffic count of 2000 vpd or more, or as designated on the Plans, will be subjected to a ride quality test by the Department using the Rainhart Profilograph. All other bridge approaches shall meet a 3 mm in 3 m straightedge requirement. A Profile Index Value will be determined in accordance with test method No. GDT-78. The Profile Index Value from the right and left wheelpath will be averaged for each 30 m section for each lane and shall not exceed 475. It shall be the responsibility of the paving contractor to meet the Profile Index Value for the 30 m section of roadway up to the joint with the approach slab. It shall be the Contractor's responsibility to schedule profilograph testing. Requests for testing must be made five days prior

268

400.07
to need. The Contractor shall ensure that the area to be tested has been cleaned and cleared of all obstructions.
Sections not meeting the ride quality criteria of this Specification shall be corrected at the Contractor's expense and subjected to retesting with the Rainhart Profilograph after correction. The method for correction may be milling, grinding, or removal and replacement of the roadway as directed by the Engineer.
Profilograph testing will be performed by the Department up to two times on the approaches to a bridge at no cost to the Contractor. Additional profilograph testing will be done by the Department at the Contractor's expense at a rate of $500 per test.
D. MATERIALS PRODUCED AND PLACED DURING ADJUSTMENT PERIOD: The Contractor will be allowed an Adjustment Period at the start of mixing operations for each type of mix placed on the Contract except for Asphaltic Concrete D. The Adjustment Period is provided to allow the Contractor to make any necessary adjustments or corrections in the Job Mix Formula and to establish the construction procedures and sequence of operations. The Adjustment Period shall normally consist of the megagrams of the affected mix produced and placed on the first day of operation; however, if this quantity is less than 500 Mg, the Engineer may choose to combine the megagrams produced and placed on the first day of operation with the megagrams produced and placed on the next production day of the affected mix for the Adjustment Period. The material produced and placed during the Adjustment Period shall be designated as one Lot. If any adjustments to the mix are made during this period, a new Lot may be necessary, but a new Adjustment Period will not be permitted. This material shall be paid for at 100 percent of the Contract Unit Price provided it:
1. Meets the minimum requirements for a 1.00 Pay Factor for Asphalt Cement content and a 0.90 pay factor for gradation in Table 400.07.A.1 or Table 400.07.A.2. whichever is applicable.
2. Meets the minimum requirements for a 0.90 Pay Factor in Table 400.07.B.1. If the material placed during the Adjustment Period fails to meet the above requirements, it will be paid for using the applicable Acceptance Schedule. During this Adjustment Period the plant shall operate at least 30 minutes prior to acceptance sampling. When a mixture used for leveling at a spread rate of 50 kg/m2 or less is
also used for the surface mix at a spread rate greater than 50 kg/m2, the Contractor will be allowed an additional 500 Mg Adjustment Period for compaction only. This material will be paid for at a 1. 00 Pay Factor provided it:
1. Meets the minimum requirements for a 1.00 Pay Factor in Table 400.07.A1.
269

400.07
2. Meets the minimum requirements for a 0.90 Pay Factor in Table 400.07.B.1.
E. When the Asphaltic Concrete is to be paid for by the square meter and multiple lifts are to be used, the number and thickness of the lifts will be subject to the Engineer's approval and will be used to prorate the Pay Factor for the affected section of Roadway.
F. REEVALUATION OF LOTS: When Lots are reevaluated as provided for in Sub-Section 106.03, Control of Materials, the sampling and testing will be in accordance with GDT-73. The request for reevaluation shall be made by the Contractor to the Engineer immediately upon notification of the Lot results. In addition, the following procedures will apply:
1. MIXTURE ACCEPTANCE: The same number of new tests will be made on cores taken from the same sublots, and these tests will be combined with the original Lot tests, resulting in 2, 4, 6 or 8 tests. The mean of the deviations from the Job Mix Formula for these tests will be used to determine acceptance based on the appropriate column in Tables 400.07.A.1. and 400.07.A2.
2. COMPACTION ACCEPTANCE: Reevaluation of Lots will be accomplished thru additional testing by cutting five cores and averaging these results with the results of the original five compaction tests. The average will be used to determine acceptance using Table 400.07.B.1.
G. Segregated Mixture: For this Specification, segregation is defined as areas of non-uniform distribution of coarse and fine aggregate particles in an asphalt pavement. The Contractor shall follow whatever production, storage, loading, placing and handling procedures, make any needed plant modifications and/or provide whatever auxiliary equipment necessary to prevent placement of mixture which yields a segregated mat. When segregation of the mixture is evident in the finished mat, specific actions will be taken by the Department dependent on the degree of segregation which is apparent. The degree of segregation and the subsequent actions which the Department will follow are as described below.
1. Unquestionably Unacceptable Segregation: When the Engineer recognizes the degree of segregation in the finished mat as being unquestionably unacceptable the following measures will be placed into effect.
a. Work shall be automatically suspended until positive corrective action is taken by the Contractor. Also, the Department will evaluate the segregated areas to determine the extent of any needed corrective work to the in-place mat.
b. The investigation by the Department will include but not necessarily be limited to the taking of 150 mm cores from typical visually unacceptable segregated areas for extraction and gradation analysis. Determination of the extent of any needed corrective work to the in-place mat will be in accordance with 400.07.G.3. below.
270

400.08
c. Work will be allowed to continue only after the Contractor submits a written plan of measures and/or actions which will be taken to prevent further segregation and the plan is approved by the Department.
d. When work resumes, the Contractor will be allowed to place a test section not to exceed 500 Mg of the affected mixture, for evaluation by the Department. However, if after a few loads it is apparent that the corrective actions taken were not adequate, the measures described beginning with Step 1.a. above will be followed. Likewise, if after 500 Mg it is apparent that the problem has been solved, work will be allowed to continue.
2. Unacceptable Segregation Suspected: When the Engineer observes segregation in the finished mat and suspects that it may be unacceptable the following measures will be placed into effect.
a. The Contractor may elect to continue work at its own risk; however, an immediate investigation will be initiated by the Department to determine the severity of the apparent segregation. Also, the Contractor shall ~mmediately and continually adjust its operation until the visually apparent segregated areas are eliminated from the finished mat.
b. The investigation by the Department will include but not necessarily be limited to the taking of 150 mm cores from typical areas of suspect segregation and testing for compliance with the Mixture Control Tolerances in Section 828.
c. When these tolerances are exceeded, work will be suspended for corrective action as outline in 400.07.G.1. above.
3. Corrective Work: Any segregated area found to vary 10% or more on the Control Sieves from the approved Job Mix Formula will be subject to removal and replacement at the Contractor's expense. The control sieves for each mix type are as shown in Sub-Section 400.07.A. For subsurface mixtures, the removal and replacement may be limited to the actual segregated areas or at the full lane width within the limits of individual segregated areas, at the Contractor's discretion and as approved by the Engineer. For surface mixes, the removal and replacement shall not be less than the full width of the affected lane and 3 m in length. All surface tolerance requirements will apply to the corrected areas for both subsurface and surface mixes.
400.08 TOLERANCE FOR MIXTURE THICKNESS: Thickness and rate of spread tolerances for the various mixtures shall be as specified in Table 400.08.A1. These tolerances shall be applied as outlined below:
A. HOT MIX ASPHALTIC CONCRETE PAID FOR BY WEIGHT:
1. When the Plans designate a spread rate per square meter, thickness determinations will not be required. If the rate of spread exceeds the upper limits as outlined in Table 400.08.A.1, the mix in excess will not be paid for. If the rate of spread is less than the lower limit, the deficient course
271

400.08
shall be corrected by overlaying the entire Lot. The mixture used for correcting deficient areas will be paid for at the Contract Unit Price of the course being corrected and will be subject to the Mixture Acceptance Schedule. After the deficient hot mix course has been corrected the total rate of spread for that Lot will be recalculated and all mix in excess of the upper tolerance limit as outlined in Table 400.08.A1. will not be paid for.
The quantity of material placed on irregular areas such as driveways, turnouts, intersections, feather edge section, etc., will be deducted from the final spread determination for each Lot.
2. When the Plans specify a thickness, the thickness of the base, intermediate or surface course shall be determined by taking as many cores as necessary to determine the average thickness of the course. A minimum of one core per 300 m per two lanes of roadway shall be taken randomly for thickness determinations. The thickness shall be determined by average measurements of each core in accordance with GDT 42.
If the average thickness exceeds the tolerances specified in Table 400.08.A1., additional cores will be taken to determine the area of excess thickness and excess quantity will not be paid for.
3. If any measurement is deficient in thickness more than the tolerances specified in Table 400.08.Al., additional cores will be taken to determine the area of deficient thickness. Any area deficient in thickness shall be corrected as follows:
The deficient area may be overlaid with the same type mixture being corrected or with an approved surface mixture. Any overlay must extend for a minimum of 90 m for the full width of the course. When the surface course is corrected it shall meet requirements of Sub-Section 400.07.C.1. The mixture required for correcting a deficient area will be paid for at the contract unit price of the course being corrected and will be subject to the Mixture Acceptance Schedule. However, this quantity shall not exceed the calculated quantity which would be required to increase the average thickness of the overlaid section to the maximum tolerance allowed under Table 400.08.A1.

THICKNESS & SPREAD RATE TOLERANCE AT ANY LOCATION
TABLE 400.08.Al

Course

Thickness Specified

Rate Of Spread Specified

1. Asphaltic Concrete Base 2. Intermediate and/or Wearing Course 3. Overall of any Combination of
1. and 2.

13mm 6mm 13mm

+ 20 kg,-30 kg + 10 kg,-15 kg + 20 kg,-30 kg.

NOTE (1): For Asphaltic Concrete D, the rate of spread per Lot shall be controlled within 3 kg/m2 of the designated rate of spread.

272

400.09

NOTE (2): The above thickness and rate of spread tolerances are provided to allow normal variations within a given Lot. Continuous operation at a thickness or rate of spread other than specified will not be allowed.

B. HOT MIX ASPHALTIC CONCRETE PAID FOR BY SQUARE METER:

1. The thickness of the base, intermediate or surface course will be determined by cutting cores in accordance with the Sampling, Testing and Inspection Manual. The thickness will be determined by average measurements of each core.

2. If any measurement is deficient in thickness more than the tolerances specified above, additional cores will be taken to determine the area of deficient thickness. Any area deficient in thickness shall be corrected as follows:

The deficient area may be overlaid with the same type mixtures being corrected or with surface mixture. Any overlay must extend for a minimum of 90 m for the full width of the course. When the surface course is corrected it shall meet requirements in Sub-Section 400.07.C.1. No additional payment will be made for mixtures used for corrective purposes. The mixture used for corrective purposes shall be in accordance with the Mixture Acceptance Schedule.

3. No extra payment will be made for any thickness in excess of that specified.

4. The above thickness tolerances are provided to allow normal variations within a given Lot. Continuous operation at a thickness other than specified will not be allowed.

400.09 MEASUREMENT:

A ASPHALTIC CONCRETE: Hot Mix Asphaltic Concrete, complete in place and accepted, will be measured in megagrams or square meters as indicated in the Proposal. Where payment is by the megagram, the actual weight will be determined by weighing on the required motor truck scale each loaded vehicle as the material is hauled to the roadway or by recorded weights if a digital recording device is used.

The weight measured will include all materials and no deductions will be made for the weight of any of the individual ingredients. The actual weight will be the pay weight except when the aggregates used have a combined bulk specific gravity in excess of 2.75, in which case the pay weight will be determined according to the following formula:

T1 = (T)

~

% Aggregate x 2.75

)

% AC + Combined Bulk Sp. Gr. + % Y

100

273

400.10 Where:

T1 =Pay Weight, Mg

T % AC

=Actual Weight
=Percent by Weight of Asphalt Cement

% Aggregate =Percent by Weight of Total Mixture

of Mineral Aggregates
Combined Bulk Sp. Gr. =Calculated Combined Specific Gravity

of Various Mineral Aggregates Used

in Mixture
% Y =Percent by Weight of Hydrated

Lime and/or Mineral Filler

B. BITUMINOUS MATERIAL: Bituminous Material will not be measured for separate payment.

C. HYDRATED LIME: When Hydrated Lime is used as anti-stripping additive, it will not be measured for separate payment.

D. FIELD LABORATORY: The Field Laboratory required by this Specification will not be measured for separate payment.

400.10 PAYMENT:

A ASPHALTIC CONCRETE: When materials or construction are not within the tolerances specified herein, an adjustment to Contract Price will be made in accordance with the applicable requirements of Sub-Sections 106.03 and 400.07. Hot mix asphaltic concrete of the various types will be paid for at the Contract Unit Price per megagram or per square meter, which payment shall be full compensation for furnishing and placing all materials including asphalt cement, hydrated lime when required, and for all approved additives, for all cleaning and repairing or preparation of surfaces, for all hauling, mixing, spreading, rolling, and all other operations necessary to complete the Contract Item.

B. ASPHALTIC CONCRETE LEVELING: Payment of hot mix asphaltic concrete -leveling regardless of the type mix, will be full compensation for furnishing all materials, including bituminous materials and hydrated lime when required, for all patching and repair of minor defects, preparation of surfaces, cleaning, all hauling, mixing, spreading, and rolling. Mixture for leveling courses will be subject to the Acceptance Schedule as stated in Sub-Sections 4oo.07.A and 4oo.07.B.

C. ASPHALTIC CONCRETE PATCHING: Hot mix asphaltic concrete patching, regardless of the type mix, will be paid for at the Contract Unit Price per megagram, complete in place and accepted, which shall be full compensation
for furnishing all materials, including bituminous material and hydrated lime when required, for cutting out areas to be patched, trimming, and cleaning, preparation of surface to be patched, hauling, mixing, placing, and compacting the materials.

Payment will be made under:

Item No. 400. Asphaltic Concrete ~ Group-Blend, including Bituminous

Materials and Hydrated Lime

per Megagram

274

401.03

Item No. 400.

mm Asphaltic Concrete ~ Group-Blend. including

Bituminous Materials and Hydrated Lime .....per Square Meter

Item No. 400. Asphaltic Concrete Patching, including Bituminous Materials

and Hydrated Lime

per Megagram

Item No. 400. Asphaltic concrete Leveling, including Bituminous Materials

and Hydrated Lime

per Megagram

D. ASPHALTIC CONCRETE FOR TEMPORARY DETOURS: Hot mix asphaltic concrete placed on temporary detours, which will not remain in place as part of the permanent pavement, will not require hydrated lime. Hot mix used for this purpose will be paid for at an adjusted Contract Price.

Where the Contract Price of the asphaltic concrete for the permanent pavement is let by the megagram, the Contract Price for the asphaltic concrete placed on temporary detours will be adjusted by subtracting $0.85 per megagram of mix used.

Where the Contract Price of the mix in the permanent pavement is based on the square meter, the Adjusted Price for the same mix used on the temporary detour will be obtained by subtracting $0.05 per square meter per 25 mm plan depth.
Further price adjustments, if required under Sub-Section 400.07 of the Specifications, will be based on the appropriate Adjusted Contract Price above for mix used in the temporary detour work.

SECTION 401-COLD MIX FOR PATCHING

401.01 DESCRIPTION: This Item shall consist of a mixture of mineral aggregates and a cutback asphalt suitable for short periods of stockpiling.

401.02 MATERIALS: All materials to be used and the Specifications for them are:

Cationic Asphalt Emulsion, CMS-2 Cutback Asphalt, Grade MC-250 Asphalt Cement, Viscosity Grade 20 Liquifier, No.2 Fuel Oil
No.2 Diesel Fuel Oil.. Coarse Aggregate for Asphaltic Concrete Fine Aggregate for Asphaltic Concrete

824.01 821.01 820.01 ASTM D 396 ASTM D 975 802.02 802.01

In lieu of the MC-250 as a bituminous material, a mixture of AC-20 and either No.2 Heating Fuel Oil or No.2 Diesel Fuel Oil may be used in a blend of 67% AC-20 and 33% Fuel Oil. These materials may be blended prior to mixing or added separately at the time of mixing.

401.03 COMPOSITION OF MIXTURES: Bituminous cold mixtures shall be uniform mixtures of aggregate, asphaltic material and, if it is required, mineral filler. The constituents shall be proportioned so as to produce mixtures meeting the requirements given in the Composition Table. Group I aggregate, Group II aggregate, or a blend ofboth may be used.
275

401.04
COMPOSITION TABLE FOR COLD MIXES FOR BITUMINOUS PLANT MIXTURES FOR PATCHING

COLD MIX TYPE

"E"

"F'

"H"

GRADATION REQUIREMENTS, PERCENT PASSING, BY WEIGHT

19 mm Sieve

100

100

100

12.5 mm Sieve

85-100

100

100

9.5 mm Sieve

65-90

90-100

90-100

4.75 mm Sieve

50-80

60-85

2.36 mm Sieve

40-52

40-52

44-59

300 ]lm Sieve

8-27

8-27

10-35

75]lm Sieve

0-10

0-12

0-15

PERCENT RESIDUAL AC, BY WEIGHT OF TOTAL MIXTURE

4.3-6.5

4.3-7.0

4.5-7.0

401.04 MIXING TEMPERATURE: The recommended temperatures for aggregate and bituminous materials to ensure proper mixing are as follows:

CMS-2

60-70C

AC-20

150-175C

MC-250

40-105C

Aggregates

95-105C

401.05 STOCKPILING: The finished mixture should be placed in small stockpiles in order to allow proper curing. Mter curing, it is preferable to stockpile the mixture in one large stockpile. Area for stockpiling shall be clean and well drained.

401.06 MEASUREMENT: Cold Mix shall be measured by weight in

megagrams in accordance with Sub-Section 109.01 and no deductions will be

made for the asphalt cement or liquifier.

'

401.07 PAYMENT: Cold Mix will be paid for at the Contract Unit Price per megagram and shall be full compensation for all materials costs, production costs, and shall be FOB the stockpile at the plant.

Item No. 401. Cold Mix

per Megagram

276

402.02
SECTION 402-HOT MIX RECYCLED ASPHALTIC CONCRETE
402.01 DESCRIPTION: This work shall consist of producing and placing a hot mix recycled asphaltic concrete which incorporates Reclaimed Asphalt Pavement (RAP), virgin aggregate, hydrated lime, and neat asphalt cement.
Hot mix recycled asphaltic concrete production and placement, along with all materials, equipment and acceptance plans, except as specifically noted or modified herein, shall be in accordance with Section 400 - Hot Mix Asphaltic Concrete Construction.
402.02 MATERIALS:
A. RAP MATERIAL: The RAP materials will be from the existing roadway, from the Contractor's RAP stockpile which has been approved by the Department, or from a stockpile belonging to the Department. If RAP materials belonging to the Department are used, the location of any such stockpiles shall be as indicated on the Plans.
The amount of RAP used in the recycled mixtures for mainline and/or ramps (where applicable) may range from 0 - 40 percent dependent upon the amount of RAP available and Contractor's production facilities, and provided the mixture meets all Specification requirements as outlined in Section 828 - Hot Mix Asphaltic Concrete Mixtures. The maximum ratio of RAP material to the recycled mixture shall be 40 percent for continuous mix type plants and 25 percent for batch type plants. If the amount of RAP material available is not sufficient to provide the permissible limit, the Contractor may supplement with RAP material from a stockpile which has been approved by the Department. The amount of RAP to be used in recycled mixtures for any other areas shown on the Plans (i.e., paved shoulders, local service roads, subbase for PCC pavements, etc.) will be at the contractor's discretion limited only by the amount that will yield satisfactory mixture properties as outlined in Section 828.
Asphaltic Concrete removed from an existing roadway by the Contractor shall become the property of the Contractor unless specified otherwise on the Plans. If the Department elects to retain any portion of the RAP material, the amount shall be so designated on the Plans, and the RAP shall be stockpiled at the location specified on the Plans.
Where the RAP is removed from a stockpile belonging to the Department, the amount furnished to the Contractor shall be limited to an amount required to produce a 40 percent recycled mixture, unless otherwise specified. The actual amount of RAP allowed in the recycled mixtures shall be governed by the above outlined stipulations. Any such RAP furnished to the Contractor, which is not used in the Work, will remain the property ofthe Contractor.
The Contractor shall notify the Engineer prior to removing any RAP material from a designated stockpile belonging to the Department and shall
277

402.02
provide the Engineer with certified weight tickets of materials removed from the stockpile.
The Laboratory will determine the projected composition of the RAP from the project to be milled and will calculate theoretical aggregate blends prior to the work being let to contract. The Laboratory may be contacted to obtain the theoretical blends. Representative materials shall be obtained from the Contractor's stockpile(s) for the final mix design.
Representative samples of the virgin aggregates along with the gradation of each and a proposed blend shall be submitted no later than fifteen days prior to the planned beginning date for the production of the recycled mixture.
Stockpiles shall be separated and a sign satisfactory to the Engineer shall be erected on each stockpile to identify the source(s). Stockpiles shall be kept separated by project sources and also separated by Group I and Group II aggregate types. If RAP material from different project sources should become intermixed in a stockpile, those materials shall be used only where approved by the Laboratory. The Department also reserves the right to reject, by visual inspection, any stockpiles that are not kept clean and free of foreign materials.
The Department may also require that additional quality control tests be performed to determine the consistency of the RAP stockpile as well as quality of the RAP aggregate. For this purpose the Contractor shall conduct extraction/gradation tests at the minimum of three tests from each individual source. Such aggregate shall meet the quality standards as established in Section 800 of the Standard Specifications.
The Contractor shall furnish to the Laboratory an affidavit attesting to the sources of any stockpiled materials belonging to him to be used on a State project. The information which shall be included in the letter is the State project number and location from which the material was removed, the approximate dates when the removal took place, the mix types removed and estimated quantity of each in stockpiles, and any other information that may be available about the stockpiled material such as percentage of local sand in the RAP. If stockpiles containing RAP from different project sources have been mixed or Group I and Group II aggregates have been mixed, specific approval must be obtained from the Laboratory to use that stockpile. Any stockpile containing RAP from other than State projects such as LARP and County Contracts will also require specific approval from the Laboratory for use on a stockpile approved basis only.
Where applicable, the amount of local sand allowed in the recycled mixes shall be as stipulated in Section 828 for the affected project. The amount of local sand in the RAP material will be considered when determining the percentage of local sand in the total mix. When a Blend I mix is specified, any Group I materials in the RAP will be considered when determining the Group I portion allowed in the total mix as specified in Sub-Section 828.07.
All RAP material to be used in the recycled mixture shall be processed as necessary so that 100% will pass the 50 mm sieve. Additional crushing and sizing may also be required if the RAP aggregate exceeds the maximum sieve size for a particular mix type as established in Section 828.
278

402.04
B. ASPHALT CEMENT: The grade of asphalt cement that shall be used in the recycled mixture will be determined by the Department through Laboratory evaluation and shall meet the requirements of the appropriate Specifications. When blended with asphalt cement recovered from the RAP material and after tests on residue from Thin Film Oven Tests, the asphalt cement shall have a viscosity of 600 - 1600 Pas or as approved by the Engineer. If, during construction, it is determined by the Engineer that the grade of asphalt cement so selected is not performing satisfactorily, the Department reserves the right to change, without a change in the Contract Unit Price, the grade of asphalt cement being used in the mixture. Asphalt cement shall be recovered from the recycled mixture to verify that the viscosity specified above is being met.
C. RECYCLED MIXTURE: The recycled mixture shall be a homogenous mixture of RAP material, virgin aggregate, hydrated lime, and neat asphalt cement. The mixture shall conform to an approved mixture design meeting the requirements outlined in Section 828 except the hydrated lime shall be added at a rate of 1.0 percent of the virgin aggregate portion plus 0.5 percent of the aggregate in the RAP portion of the mixture.
402.03 EQUIPMENT: A hot mix plant, with such modifications as necessary to process recycled material, and approved by the Engineer, shall be used for the recycling process. The plant used shall be designed, equipped, and operated in such a manner that the proportioning, heating, and mixing will yield a uniform final mixture within the Job Mix Formula tolerances.
The RAP material shall be proportioned by a separate cold feed bin and the material shall meet the size requirements specified in Sub-Section 402.02 above. The ratio of the RAP to virgin aggregate shall be controlled gravimetrically. Electronic belt weighing devices shall be provided to monitor the flow of RAP and the flow of virgin aggregate. Plants may consist of an interlocking system of feeders and conveyors synchronizing the flow of RAP material with the flow of virgin aggregate. The electronic controls shall be capable of tracking the flow rates indicated by the belt weighing devices and developing the necessary signal to automatically maintain the desired ratio at varying production rates. The RAP feeder bins, conveyor system and any auxiliary bins, if used, shall be designed to avoid segregation and sticking of the RAP material.
In lieu of the above belt weighing system, batch type plants may be equipped to weigh the RAP portion of the batch in a weigh hopper prior to incorporation into the pugmill.
The Contractor shall furnish a detailed description of the recycling methods at the Preconstruction Conference. This shall include, but not be limited to, the type of plant to be used and how the RAP material will be incorporated into the processed recycled mixture.
402.04 MEASUREMENT: The Recycled Asphaltic Concrete mixture, complete in-place and accepted, will be measured in megagrams. The actual weight will be determined by recorded weights, if an approved recording device
279

402.05

is used, or by weighing each loaded vehicle on an approved motor truck scale as the material is hauled to the roadway.

402.05 PAYMENT: The Work performed and materials furnished as prescribed by this Specification will be paid for at the Contract Unit Price per megagram. This payment shall be full compensation for providing all materials, for all hauling and necessary crushing, for all processing, placing, rolling and finishing of the recycled mixture, and for all labor, tools, equipment and incidentals necessary to complete the Work, including hauling and stockpiling of any surplus RAP material.

Payment will be made under:

Item No. 402. Recycled Asphaltic Concrete ~ lliwm.lllen.d,

Including Bituminous Materials and

and Hydrated Lime

per Megagram

Item No. 402.

mm Recycled Asphaltic Concrete

~,Group-Blend, Including Bituminous Materials

and Hydrated Lime

per Square Meter

Item No. 402. Recycled Asphaltic Concrete Patching Including Bituminous Materials and Hydrated Lime .....per Megagram

Item No. 402. Recycled Asphaltic Concrete Leveling Including Bituminous Materials and Hydrated Lime .....per Megagram

SECTION 405-HOT ASPHALT-VULCANIZED RUBBER SEAL TREATMENT

405.01 GENERAL: This Work involves the placing of a Hot AsphaltVulcanized Rubber Seal Treatment on an existing pavement surface in accordance with the following Specifications:

405.02 MATERIALS:

A. The asphalt cement shall conform, prior to the addition of rubber and diluent, to the requirements ofAASHTO M226, Table II, AC-5 or AC-10.

B. The ground vulcanized tire rubber shall meet the following requirements:

1. SIEVE SIZE

MAXIMUM % PASSING BY WEIGHT

2.36mm

100

200mm

~

425 JIm

10

2. The rubber shall have a specific gravity of 1.17 0.03, shall contain no more than a trace of fabric, and shall be free of wire or other contaminating materials except that up to 4% of calcium carbonate may be included to prevent the particles from sticking together. The granulated rubber shall be fully vulcanized.

280

405.04
C. Diluent shall be kerosene with a boiling point above 175C.
D. COVER AGGREGATE:
1. Shall conform to the requirements of Section 800, Class "A," Group III.
2. Gradation ofthe cover aggregate shall meet Section 800 for No.7 stone.
3. The cover aggregate shall be preheated to 140- 175C and precoated with not more than 0.75 percent of Viscosity Grade AC-5 or AC-10. (Note 2 Sub-Section 405.04.A.l.)
4. Canvas, or similar covers that completely cover each load, shall be used to minimize temperature drop of the exposed material, if directed by the Engineer. (Note 2 Sub-Section 405.04.A.l.)
405.03 EQUIPMENT: Equipment shall conform to the requirements of Section 424, and the following:
A. A Self-propelled aggregate spreader that can be adjusted to accurately spread the given amounts per square yard shall be used for the Work.
B. A minimum of three rubber tire rollers loaded to 2275 kg per tire and tires inflated to 700 kPa.
405.04 CONSTRUCTION DETAILS:
A. MIXING:
1. Before adding the rubber, the temperature of the asphalt shall be no greater than 160C for AC-5 and 205C for AC-10. The rubber shall be combined as rapidly as possible with the asphalt and shall be mixed until the material approaches a semi-fluid consistency. The proportions, by weight, of the two materials shall be as follows:
Asphalt- 75 2% Rubber - 25 2%
To achieve desired results, the hot asphalt and rubber shall be mixed for a period of at least 5 minutes.
The method of combining the rubber and asphalt shall be designed so that the Engineer can readily determine the percentages, by weight, of each component being incorporated into the mixture. The mixing equipment shall be capable of producing a homogenous mixture of rubber and asphalt so that separation does not occur.
Note 2: Preheating, precoating, and canvas covering of cover aggregate may be waived when proper facilities are not available and application conditions are favorable. Precoating is often used for dust control.
2. After the full reaction has occurred between the asphalt and the rubber, a diluent shall be added to temporarily reduce the viscosity of the mixture, improve the spraying action from the distributor, and provide
281

405.04
for better "coating" of the cover aggregate. The amount of diluent used shall be 51/2% to 71/2%, by volume, of the hot asphalt-rubber composition. Temperature of the hot asphalt-rubber composition shall not exceed 175C at the time of adding the diluent.
3. After reaching the proper consistency, application shall proceed immediately. The mixture shall never be held at temperatures over 160C for more than F/2 hours after reaching application consistency.
B. SPREADING:
1. Before the hot asphalt-rubber composition is applied, the existing pavement surface shall be cleaned, patched as required, and treated with a bituminous tack coat as specified in Section 413.
2. In areas where the atmospheric temperatures generally remain above -7C during the winter season, the hot asphalt-rubber mixture shall be applied at 2.50.15 Um2. In areas where th~ temperatures drop below -7C, an application rate of 2.70.15 Urn should be used unless otherwise specified by the Engineer. The application rates are based on 0.90 kg per hot liter (conversions to the standard 15C are not necessary).
3. The hot asphalt-rubber mixture shall only be placed when the ambient temperature is 15C or above, and rising.
4. The cover aggregate shall be applied at 14 to 22 kg/m2 (generally 14 to 15 kg for No.7 Stone and 19 to 21 kg for No.8 Stone) as directed by the Engineer.
5. A minimum of four complete coverages shall be made with the pneumatic rollers. The rolling of the cover aggregate shall proceed immediately after application in order to ensure maximum embedment of the aggregate. Traffic shall not be permitted on the completed surface until approved by the Engineer.
6. In areas where heavy and/or high speed traffic may displace the cover aggregate, 2.5 to 5.0 kg of sand per square meter shall be applied after rolling and before opening a lane to traffic when directed.
7. All joint edges shall be swept clean of overlapping cover aggregate prior to the adjacent application of asphalt-rubber material. All reasonable precautions shall be taken to avoid "skips" and "overlaps" at joints and to protect the surfaces of adjacent structures from being spattered or marred. Correction of any such defl'lcts will be required at the Contractor's expense. All transverse joints shall be made by placing building paper over the ends of the previous applications, and starting the adjoining application on the building paper. Afterward, the paper shall be removed and disposed of to the satisfaction of the Engineer.
8. Before spreading the asphalt-rubber composition, all distributor trucks shall have been tested for transverse spread within the previous 6
282

407.01

month period. The Contractor shall furnish the Engineer with evidence that each transverse spread was as uniform as practicable and under no conditions was there a variance greater than 15%.

9. In urban areas, the Contractor shall remove all excess chips within 24 hours after placing. This shall be accomplished without the use of
gutter brooms or steel-tined brooms and shall be done in such a manner as not to disturb the loose chips from parkways, sidewalks, and intersecting streets. Both operations shall continue until all excess or loose rock is removed from the roadway surface and abutting rightsof-way.

10. After the excess chips have been removed from the surface, the areas which are not subjected to substantial traffic may require a flush coat. This operation shall be performed as directed by the Engineer. Light sanding shall be applied after flushing if required to prevent pickup.

405.05 MEASUREMENT: The quantity to be measured will be the number of square meters of Seal Treatment completed and accepted. The length will be measured along the surface. The width will be that specified on the Plans, plus or minus any authorized changes. Irregular areas will be measured by the square meters of surface within the lines shown on the Plans or authorized changes.

405.06 PAYMENT: The accepted quantity of Seal Treatment will be paid for at Contract Unit Price per square meter. Such payment shall be full compensation for furnishing all materials, for all hauling, mixing, spreading, and rolling, and any other work necessary to complete the Item.

Payment will be made under: Item No. 405. Hot Asphalt Vulcanized Rubber Seal Treatment

per Square Meter

SECTION 406-COAL TAR EMULSION SEAL COAT
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 407-ASPHALT-RUBBER JOINT AND CRACK SEAL
407.01 GENERAL: This Work shall consist of filling (Type M) or sealing (Type S) joints and cracks in existing pavements with rubber asphalt mixtures. Type M shall be used to fill joints and cracks in Portland Cement concrete or asphaltic concrete pavements where required by the Plans prior to placing an overlay.
Type S shall be used to seal joints and cracks in Portland Cement concrete
283

407.02

and asphaltic concrete pavements and shoulders where no overlay is to be placed.

407.02 MATERIALS: The sealant material shall be a pre-mixed, asphaltrubber sealant mixture that shall meet the following requirements:
A. The mixture shall be a blend of asphalt cement, aromatic extender oil(s), and recycled/reclaimed tire crumb rubber (18 1% and 22 1% by weight for Type "S" and Type "M," respectively) in a closely controlled manufacturing process to produce a mixture with the following properties:
1. WORKABILITY: Pour readily and penetrate a 6 mm pavement joint or crack to a minimum depth of 25 mm when the application temperature of the fully reacted mixture is 204C and the air temperature is 2C or higher. Further, the mixture, when placed in conventional field installation equipment, shall readily melt to an acceptable pumping consistency after being heated to 204C for 2 hours maximum and shall remain in an acceptable pumping consistency when the temperature of the field installation equipment is reduced to the normal operating temperature range of 150C to 175C.

2. CURING: The mixture shall contain no water or volatile solvents and shall cure immediately upon cooling to a sufficient viscosity to prevent tracking by traffic.

3. SOFI'ENING POINT AND FLEXIBILITY: When a fully reacted sample of the mixture has been heated at 175C for one hour, it shall pass the following laboratory tests:

a. Minimum softening point by ring and ball:

Type "S" 6ifC

Type "M"
6~C

b. FLEXIBILITY: 3 mm thick specimen of the mixture after conditioning to -12C shall be capable of being bent (minimum bending rate of 9 degrees per second - 10 seconds maximum) over a 25 mm diameter mandrel without cracking.

4. ADHESION: The mixture shall, upon cooling, develop a strong adhesion bond to both asphalt and concrete pavement surfaces and shall contain no materials which would chemically react with these surfaces to reduce this adhesion bond, both short-term and long-term.

B. The asphalt cement used in the mixture shall conform, prior to the addition of rubber, to the requirements of AASHTO M 226, Table II for AC-5, AC-lO, or AC-20.

C. The recycled/reclaimed tire crumb rubber used in the mixture shall meet the following requirements:

284

407.04

1. Shall be obtained from used pneumatic tires (i.e., automobile, truck, bus, etc.). Solid tires and non-tire rubber sources are prohibited.
2. Shall be produced from an ambient grinding process (crushes, tears, grinds, and/or abrades the used rubber tires at or above ordinary room temperature) which produces rubber particles with a very ragged, spongelike surface. Cryogenically ground rubber or tire buffings are prohibited.

3. Shall contain recycled, vulcanized crumb rubber and/or reclaimed (devulcanized) rubber.

4. Shall contain a minimum of 25% natural rubber by weight of the total rubber portion of the mixture.

5. Shall contain no more than a trace offabric.

6. Shall be free of wire and other contaminating materials, except that up to 4% calcium carbonate or talc may be included to prevent the rubber particles from sticking together.

7. Shall have no rubber particles greater than 6 mm in length.

8. Shall meet the following gradation requirements:

SIEVE SIZE 2.0mm 1.18 mm 600 p.ffi 180 p.ffi

PERCENT PASSING 100%
95 - 100% 40 - 80%
0 - 5%

407.03 EQUIPMENT:
A. Field installation equipment shall be capable of producing and/or maintaining specified temperatures, even if filled to capacity. The equipment shall produce and/or maintain a homogenous mixture of asphalt and rubber at a uniform temperature without "hot or cool spots" or segregation of the rubber and asphalt in the mixture.
B. Equipment for filling the joints and cracks shall direct the sealant into the crack. Large cracks shall be sealed from the bottom up. Squeegees shall be provided as necessary.
C. Air Compressor(s).
407.04 CONSTRUCTION:
A. PREPARATION OF JOINTS AND CRACKS: Joints and cracks to be sealed shall be thoroughly cleaned by using compressed air. Pavement surface shall be cleaned and joints and cracks checked to make sure they are free of vegetation, dirt, dust, moisture, and other foreign material.
B. Joints and cracks shall NOT be sealed when either:

285

407.05
1. The joint or crack surface to be treated is not thoroughly dry or rain is imminent or:
2. The air temperature is below 2C.
C. The pre-packaged sealant mixture shall be placed in the field installation equipment, heated for the correct time and temperature to provide for a full reaction between the asphalt and rubber, and then be applied at the specified application temperature in accordance with the manufacturer's recommendations and/or approval by the Laboratory.
D. The joint or cracks shall be carefully filled, slightly overfull, and struck off with a "V" shaped squeegee to feather the sealant out to a width of approximately two inches.
407.05 PACKING: The premixed sealant material shall be packaged in units weighing no more than 15 kg with a maximum of two 15 kg units per shipping container. The plastic film used in packaging the units shall readily melt at normal application temperatures when placed in the installation equipment. Bonding or sticking of the packaged units to each other or to the shipping container or packaging causing unnecessary contamination of the sealant with staples or fasteners, etc., as determined by the Engineer, shall be sufficient cause for rejection of the material.
407.06 CERTIFICATION: Each lot of premixed material shall be certified by the manufacturer to meet the requirements of this Specification and test results of each lot of the material will be furnished for each project. Each lot of the sealant shall be delivered in containers plainly marked with manufacturer's name or trademark and lot number.
In addition to the certification, the manufacturer will furnish samples of the individual components of premixed material as follows:
1. At least 10 kg of rubber representative of each lot.
2 At least 15 liters of asphalt containing additives as proportioned.
3. Proportional quantities of mixing aids or additives not included above.
407.07 ACCEPTANCE: In addition to meeting the requirements of this Specification, the manufacturer must also show evidence of successful field installation and performance under similar environmental and project conditions.
407.08 MEASUREMENT: Joints and cracks will be measured by the linear meter, surface measure.
407.09 PAYMENT: Joints and cracks, satisfactorily sealed in accordance with the Plans and this Specification, will be paid for at the Contract Unit Price bid.
Such payment shall be full compensation for furnishing all materials and performing the Work.
Payment will be made under:
286

409.02

Item No. 407. Asphalt-Rubber Joint and Crack Seal Type "S"

per Linear Meter

Item No. 407. Asphalt-Rubber Joint and Crack Seal, Type "M"

per Linear Meter

SECTION 408-JOINT AND CRACK

CLEANING AND SEALING

The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 409-LATEXMODIFIED ASPHALTIC CONCRETE

409.01 DESCRIPTION: This Work shall consist of furnishing and constructing complete in place and accepted, Latex-Modified Asphaltic Concrete. Except as stated herein, the Specifications for this Item shall be the same as for Hot Mix Asphaltic Concrete Construction under Section 400.

409.02 MATERIALS: The Latex-Modified Asphalt Concrete mixture shall meet the requirements of Section 828 for gradation and asphalt content and shall conform to an approved Job Mix Formula as described in Section 400. In addition, the binder used in the mixture shall con tain an approved unvulcanized synthetic rubber latex emulsion.
The Contractor shall provide certification by the manufacturer of the emulsified latex rubber compound stating the target value for total rubber
solids content and attesting that the rubber compound complies with the following requirements:

Allowable range oftarget value for rubber solids, percent by weight,

ASTM D 1417

68-72

Allowable variation from target value, ASTM D 1417 Ash, as percent of rubber solids by AASHTO T 111, maximum

1% 3.5%

Viscosity, mPas, Model RVF, spindle No.3, at 20 rpm, 25C, maximum, ASTM D 1417

1600

The rubber compound shall be compatible with the asphalt cement in the

mixture such that it disperses completely, with no rubbery particles remaining

visible.

The Latex-Modified Asphalt Cement shall meet the following

requirements:

Softening Point, degrees Celsius increase from reference Asphalt,

ASTM D 36

12

Penetration, 25C, 100 g, 5 sec., decrease from

reference Asphalt, AASHTO T 49

10

287

409.03 Viscosity, 60C, Pa s, ASTM D 4402, min
Ductility, mm, 4C, 0.2 mm/s, AASHTO T 51

.4 x (reference asphalt visc.)
150+

The asphalt cement shall be viscosity grade AC-20. The remaining materials used in the asphaltic concrete mixture shall meet the requirements as outlined in Sub-Section 400.02.
409.03 EQUIPMENT: No special or unusual equipment other than specified in Sub-Section 400.03 will be necessary except for equipment required to introduce the latex modifier into the asphaltic concrete mixture.
The latex modifier handling equipment shall be capable of precisely metering and uniformly distributing the latex into the asphaltic concrete mixture. The latex modifier handling equipment shall be calibrated in order to verify that the output rate is synchronized with the plant production rate within the specified tolerance.
The latex modifier shall be added to the mixture in the pugmill at batch plants after the other ingredients have mixed at least ten seconds. At drum plants, the latex modifier must be added through a separate pipe into the drum. This pipe should extend sufficiently past the asphalt cement injection point to assure proper mixing of the aggregate and asphalt cement before the latex modifier is injected into the mixture.
409.04 PROPORTIONING: The amount of latex modifier to be added shall be such that the rubber solids will replace an equal quantity of asphalt cement required in the mixture. The amount of rubber solids in the Latex-Modified Asphalt Cement binder shall be 3.0 0.3% by weight with the remaining 97 0.3% being asphalt cement.
409.05 MIX TEMPERATURE: The temperature of the aggregates when introduced into the mixer shall not exceed 175C. The mixture temperature shall be that specified on the Job Mix Formula but not less than 150C nor more than 175C.
409.06 MEASUREMENTS: Latex-Modified Asphaltic Concrete shall be measured for payment by the megagram. The actual weight shall be determined in accordance with the governing Specifications as outlined in Section 109 and Section 400.
409.07 PAYMENT: Payment shall be full compensation for furnishing and placing all material including asphalt cement, latex modifier, and hydrated lime, for all cleaning and repairing or preparation of surface, for all hauling, mixing, spreading, rolling and all other operations necessary to complete the Work. When the mixture is not within the tolerances specified in Sub-Sections 400.07 and 400.08 for Asphaltic Concrete, an adjustment of the contract price shall be made in accordance with the applicable requirements of Sub-Sections 106.03 and 400.07.

288

411.03

Payment will be made under:

Item No. 409. Latex-Modified Asphaltic Concrete, ~ Group-Blend.

Including Bituminous Materials and Hydrated

Lime ."""".."

"

per Megagram

SECTION 41o-REPAVING

The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 411-ASPHALTIC CONCRETE PAVEMENT, PARTIAL REMOVAL
411.01 DESCRIPTION: This Work shall consist of the removal of portions of existing asphaltic concrete pavement, base and subgrade as shown on the Plans or as directed by the Engineer. It shall also include sawing joints in the existing asphaltic concrete pavement.
411.02 CONSTRUCTION:
A. SAWING JOINTS: All joints shall be sawed true to the lines shown on the Plans or as directed by the Engineer. Joints shall be sawed the full depth of the existing asphaltic concrete unless otherwise shown on the Plans or directed by the Engineer, leaving a neat, vertical face for the full depth of the retained portion. The Engineer may approve less than full depth sawing provided the Contractor has successfully demonstrated that all requirements can be met with less than full depth saw cuts.
B. REMOVAL OF PAVEMENT: After joints have been sawed to completely isolate a pavement to be removed, removal of the pavement may begin. The Contractor shall not use removal methods that damage the edges of the pavement which is to remain in place or that create conditions detrimental to the proposed construction. Any pavement, base or subgrade removed shall become the property of the Contractor unless otherwise specified in the Contract documents.
C. TRAFFIC CONTROL: After pavement has been removed the Contractor shall protect the edges of pavements to remain in place and shall not allow any traffic or equipment to cross the remaining edges. Damaged edges shall be repaired or restored to the satisfaction of the Engineer at no additional cost to the Department.
411.03 MEASUREMENT AND PAYMENT: There will be no separate measurement or payment for the work described in this Section. Payment for this work will be included in payment for unclassified excavation on a cubic meter basis, as described in Sub-Section 205.10, when Item 205 is included in the proposal as a pay item. Otherwise, payment will be included in the overall price bid for other contract items. Such payment will be full compensation for all labor, equipment, sawing, removal, disposal and other incidentals necessary to accomplish the work described herein.
The sawing of Portland Cement Concrete, overlaid with asphaltic concrete
289

412.01 will be measured and paid for in accordance with Section 444.

SECTION 412-BITUMINOUS PRIME

412.01 DESCRIPTION: This work shall consist of preparing and treating an existing surface with bituminous material, and blotter material, if required, in accordance with these Specifications and in reasonably close conformity with the lines shown on the Plans or established by the Engineer.

Bases and other areas to be primed shall be as follows:

1. All Cement or Lime Stabilized Bases or Subbases, regardless of pavement thickness.

2. All bases, subbases or other areas, with the exception of Asphaltic Concrete or Sand Asphalt Bases or Subbases, on which Bituminous Surface Treatment is to be placed.

3. All bases, subbases or other areas on which less than 125 mm, total thickness, of Hot Mix Asphaltic Concrete is to be placed, with the exception of Asphaltic Concrete Bases.

4. Prime will not be required on driveway construction and paved shoulders.

412.02 MATERIALS: Unless otherwise specified, the types of bituminous material shall be selected by the Contractor. The Engineer will determine the grade of materials to be used. The Specifications for the bituminous materials are:

Cutback Asphalt, RC-30, RC-70 RC-250 or MC-250, MC-30 or MC-70

821.01

Emulsified Asphalt, EAP-1

822.01

Cutback Asphalt Emulsion, CBAE-2

823.01

Blotter Material (Sand)

412.04.F.3.

412.03 EQUIPMENT: The Contractor shall provide sufficient equipment in good repair including at least the following units which shall meet the requirements of Sub-Section 424.03.

Pressure Distributor Power Broom and Blower Aggregate Spreader (if required)

412.04 CONSTRUCTION:

A. WEATHER LIMITATIONS: Bituminous Prime shall not be applied on a wet surface nor when the temperature of the air is below 4C in the shade. Prime shall not be applied when rain threatens nor when weather conditions would prevent proper construction of Prime coat.

E. CONDITION OF SURFACE: The surface to which the Prime is to be applied shall have been finished to the line, grades and crosssection

290

412.04

specified. The surface shall be uniformly compact and bonded. All irregularities occurring in the surface shall be corrected in accordance with the Specifications for the particular construction being primed.
1. CLEANING: All loose material, dust, caked clay and all other material likely to prevent bonding of the Prime with the surface shall be swept and blown from the road to the full width of the Prime and 600 mm more on each side, with power sweepers and blowers and, where necessary, by hand.
2. MOISTURE: The surface shall be only slightly damp. If it is too wet, it shall be allowed to dry. Ifit is too dry, the Engineer may require that it be sprinkled lightly, just before it is primed.
C. TEMPERATURE AND SURFACE TEXTURE: The surface texture and condition of the surface govern the choice of the grades of bituminous material to be used. The following Table shows the grades and temperatures of application of bituminous materials as they are applied to various surface textures.
TEXTURE OF BASE FOR VARIOUS TYPES AND GRADES OF PRIME AND TEMPERATURE OF APPLICATION

Texture ofBase
Materials and Grade

Tight
MC-30 RC-30

Average
RC-70 or
MC-70

Open
RC-250 or
MC-250

All
CBAE 2

All EAP-1

Temperature of Application Degree C

27

41

63

54

27

to

to

to

to

to

49

82

104

71

65

D. AMOUNT AND EXTENT OF PRIME: The exact amount of bituminous material to be used will be determined by the Engineer within the minimum and maximum rates of 0.7 Um2 to 1.4 Um2. When the amount to be used has been determined, the Contractor shall apply it uniformly and accurately. The amount applied to any 800 m shall be within five percent of that specified. The Prime shall be applied to the full width of the proposed wearing surface which is to be superimposed plus 150 mm more on each side.
E. HEATING AND APPLYING BITUMINOUS PRIME:
1. TEMPERATURE: The exact temperature for applying Bituminous Prime will be determined by the Engineer, within the limits shown.
2. METHODS: The heating and applying bituminous materials shall be done as specified in Sub-Section 424.05.D.
F. PROTECTION, CURING AND MAINTENANCE:
1. CLOSING TO TRAFFIC: The primed surface shall be closed to all

291

412.05

traffic and left undisturbed for so long as necessary for the Prime to thoroughly cure and until it does not pick up under traffic.
2. ROLLING: If the surface becomes soft after it is primed, the surface shall be rolled longitudinally with a pneumatic-tired roller at not more than 10 km/h until the whole surface is firmly set.
3. BLOTTING: If necessary to prevent the Prime from being picked up, clean, dry, sharp sand shall be spread by hand or mechanically over the surface. Sand shall only be applied to places that are tacky, and the amount shall be the least needed to prevent picking up. No extra payment for this work or material will be made.
4. OPENING TO TRAFFIC: After rolling and sanding (if it is required) have been done, the primed surface may be opened to ordinary traffic, subject to the conditions stated in Sub-Section 412.04.F.1.
5. MAINTENANCE: The Contractor shall maintain the Prime coat and the surface of the course primed until its covered by other construction. All excess bituminous material shall be removed.
412.05 MEASUREMENT: Bituminous material for Prime will not be measured for separate payment.
412.06 PAYMENT: Bituminous material used as prime will not be paid for separately. The cost involved in cleaning the surface; for furnishing, hauling and applying all materials including water and sand; for rolling, repairs and maintenance shall be included in the unit price bid for each individual Base Item.

SECTION 413-BITUMINOUS TACK COAT

413.01 DESCRIPTION: This work shall consist of furnishing and applying a Bituminous Tack Coat on a prepared road surface. It also includes cleaning the road surface.

413.02 MATERIALS: All materials shall meet the requirements of the following specifications:

Asphalt Cement, Viscosity Grade AC-10, AC-15, AC-20 or AC-30 820.01

Cationic Emulsified Asphalt CRS-2h or CRS-3

824.01

Normally, Asphalt Cement, viscosity grade AC-10, AC-15, AC-20, or AC-30 shall be used for bituminous tack coat in all work performed under Section 400. Cationic Emulsified Asphalt is listed as a special application material to be used only as directed by the Engineer.
The Department specifically reserves the right to change, without a change in the Contract Unit Price, the grade or type of bituminous materials if the Engineer determines that the grade or type selected is not performing satisfactorily.

413.03 EQUIPMENT: The Contractor shall provide sufficient equipment in good repair, including at least the following units, which shall meet the requirements of Sub-Section 424.03:

292

413.06

Power Broom and Blower Pressure Distributor

413.04 CONSTRUCTION:
A. SEASONAL AND WEATHER LIMITATION: Tack Coat shall not be applied when the existing surface is wet or frozen. Emulsified asphalt shall not be placed when the air temperature in the shade is less than 4C. Except as provided for in Table 400.05.B., asphalt cement may be used at any temperature.

B. APPLICATION: The entire areas to be paved shall be coated with the Tack Coat. The Engineer may require the application of all tack coat by use of distributor spray bars in lieu of hand hoses, except in small areas inaccessible to spray bars.

C. TEMPERATURE: The temperature of the bituminous materials at the time of application is specified below. The application temperature for Asphalt Cement should be near the upper limit of the temperature range specified.

BITUMINOUS MATERIALS

TEMPERATURE OF APPLICATION (Degrees CJ

Asphalt Cement CRS - 2h CRS-3

165 to 205 60 to 80 60 to 80

D. CLEANING: Just prior to the application of the Tack Coat, the entire area shall be cleaned until it is free from all loose dirt, clay and other objectionable materials.

E. AMOUNT: The rate of application of bituminous Tack Coat will be determined by the Engineer.
F. LIMITATIONS AND AREAS COATED: No more Tack Coat shall be applied to the prepared road surface than can be covered with the new pavement course during normal working hours of the same working day in which the Tack Coat is applied.

G. MAINTENANCE AND PROTECTION: After the Tack Coat material is applied, it shall be allowed to break until it is tacky enough to receive the surface course. Traffic shall not be allowed on the Tack.

413.05 MEASUREMENT: Bituminous materials for Tack Coat applied and accepted will be measured as outlined in Sub-Section 109.02.
Dilution of Emulsified Tack Coat will not ordinarily be allowed except when used underneath slurry seal. Diluted emulsified Tack Coat of the composition defined in Sub-Section 427.05 will be measured by the liter of diluted mix.

413.06 PAYMENT: The accepted volume of bituminous material will be paid for at the contract unit price per liter for Bituminous Tack Coat ofthe type and grade approved by the Engineer, complete in place, which shall be payment in

293

414.01

full for preparing and cleaning, for furnishing, hauling and applying all material, and for all incidentals necessary to complete the Work.

Payment will be made under: Item No. 413. Bituminous Tack Coat Item No. 413. Diluted Emulsified Asphalt Tack Coat

per Liter per Liter

SECTION 414-HOT ASPHALTRUBBER SEAL TREATMENT FOR STRESS RELIEVING INTERLAYER
414.01 GENERAL: This Work involves the placing of a Hot Asphalt-Rubber Seal Treatment for Stress Relieving Interlayer on an existing pavement surface in accordance with the following Specifications.
414.02 MATERIALS:
A. The asphalt cement shall conform, prior to the addition of rubber, to the requirements of Section 820, AC-10, AC-20, or AC-30.
B. The reclaimed ground tire rubber shall meet either of the following alternates:
Alternate No.1
a. The reclaimed ground tire rubber shall be sized so that 100%, by weight, of the particles shall pass a 2.36 mm sieve size and 0-15%, by weight, shall pass a 300 pm sieve size.
b. The reclaimed ground tire rubber shall be a dry, free-flowing blend consisting of a minimum of 80% vulcanized rubber obtained from the processing oftires.
Alternate No.2
a. The reclaimed ground tire rubber shall be sized so that 100%, by weight of the particles shall pass a 2.0 mm sieve size and 0-10% maximum, by weight, of the particles shall pass a 150 pm sieve size.
b. The reclaimed ground tire rubber shall be a dry,free-flowing blend of 20-40% reclaimed rubber (devulcanized) and 60-80% vulcanized rubber.
For either alternate, the reclaimed ground tire rubber shall also conform to the following:
1. Shall contain no more than a trace of fabric.
2. Shall have no pieces greater than 6 mm in length.
3. Shall be free of wire and other contaminating materials except that lip to 4% calcium carbonate or talc may be included to prevent the particles from sticking together.
C. Diluent, if required, shall be kerosene, extender oil, or other approved solvent with a boiling point above 175C.
D. COVER AGGREGATE:

294

414.04
1. Shall conform to the requirements of Section 800, Class "A," Group I or II.
2. Gradation of the cover aggregate shall meet Section 800 for No.7 stone.
3. If prescribed (Precoated Cover Aggregate) on the Plans, the cover aggregate shall be preheated to 145-175C and precoated with not less than 0.6 percent and not more than 1.00 percent of Viscosity Grade AC10, AC-20 or AC-30 asphalt cement with percentage to be determined by the Engineer.
4. If prescribed (Precoated Cover Aggregate, Hot Applied) on the Plans, the precoated cover aggregate shall be applied hot. Each haul vehicle shall use a covering as specified in Sub-Section 400.03.D.
5. If prescribed (Precoated Cover Aggregate, Cold Applied) on the Plans, the precoated cover aggregate shall be applied cold. After the aggregate is precoated, it shall be placed in stockpiles no more than 1 m high and allowed to cool. The stockpiles may be turned and watered after the core temperature reaches 95C or less.
414.03 EQUIPMENT: Shall conform to the requirements of Section 424, and the following:
1. A self-propelled aggregate spreader that can be adjusted to accurately spread the given amounts per square meter shall be used for the work.
2. A minimum of three rollers weighing 9-11 Mg. Roller weights may be reduced if excessive breakage of cover stone is evident.
3. A self-propelled asphalt-distributor capable of accurately and uniformly spraying the rubber asphalt at the prescribed rate.
4. A self-propelled rotary power boom for cleaning and removal of excess cover material.
5. A blending unit capable of combining the asphalt cement and rubber in the proper proportions and producing a homogenous mix.
6. A heat tank, with continuous recording thermometer, for the heating of the asphalt cement/extender oil to the prescribed temperature for combination with the rubber.
414.04 CONSTRUCTION DETAILS:
A. MIXING: To achieve desired results, the hot asphalt and rubber shall be mixed for a period of at least 30 minutes. The method of combining the rubber and asphalt shall be designed so that the Engineer can readily determine the percentages, by weight, of each component being incorporated into the mixture. The blending equipment shall be capable of producing a homogenous mixture of rubber and asphalt so that separation does not occur.
Alternate No.1
295

414.04
1. Before adding the rubber, the temperature of the asphalt shall be between 175C and 220C. The rubber shall be combined as rapidly as possible with the asphalt and shall be mixed until the material approaches a semifluid consistency. The rubber content used shall be 23 2 percent by weight of the total asphalt-rubber mixture. The temperature ofthe asphalt-rubber mixture shall be maintained between 165C and 220C during the reaction time (30 minutes minimum).
2. After the full reaction has occurred between the asphalt and the rubber, a diluent may be added to temporarily reduce the viscosity of the mixture, improve the spraying action from the distributor, and provide for better "wetting" of the cover aggregate. The amount of kerosene used as a diluent shall not exceed 5 1f2 percent, by volume, of the hot asphaltrubber composition. The use of kerosene as a diluent shall be kept to the minimum possible.
Alternate No.2
1. Preheat the asphalt cement and add sufficient diluent (extender oil only) to produce an asphalt cement that is compatible with the rubber. The amount of extender oil used shall not exceed 10% by volume of the asphalt cement.
2. Increase the temperature of the asphalt cement-diluent blend to 190220C and add the ground rubber, 20% 2% by weight of the total asphalt-rubber blend. Add the rubber as rapidly as possible and circulate for a period of not less than 30 minutes after incorporation of all the rubber. Circulation and/or agitation shall be maintained to provide good mixing and dispersion. The total blend shall be maintained between 175 - 220C during this reaction/blending process.
B. SPREADING:
1. Before the hot asphalt-rubber mixture is applied, the existing pavement surface shall be cleaned, patched as required, and, if required, treated with a bituminous tack coat as specified in Section 413.
2. The hot asphalt-rubber mixture shall be applied at 2.71 0.13 Um2, unless otherwise specified on the Plans. The temperature of the mixture shall be maintained between 145C to 170C during applications.
3. The hot asphalt-rubber mixture shall only be placed when the ambient temperature is 15C or above, and rising.
4. The cover aggregate shall be applied at 14 - 19 kg/m2 as directed by the Engineer. Sufficient aggregate shall be placed to completely cover the asphalt-rubber mixture and prevent tracking of it during the rolling operation. The aggregate spread shall begin immediately after the asphalt-rubber mixture application begins. The aggregate
296

414.05
spreader shall maintain a distance of not more than 45 m behind the asphalt-rubber distributor. If this interval cannot be maintained during the reloading of the aggregate spreader, the asphalt-rubber distributor shall stop and a joint be made.
5. The rolling of the cover aggregate shall proceed immediately after application of the cover stone and the first pass of the rollers shall provide complete coverage as quickly as possible. A minimum of four complete coverages shall be made with the rollers. The rubberasphalt placement, aggregate spreading, and rolling operations shall be properly sequenced to provide adequate time for completing the rolling operation prior to the asphalt-rubber mixture cooling sufficiently to prevent maximum embedment of the cover aggregate.
6. Anytime the operation stops for loading of the distributor or chip spreader or for any other reason, a transverse joint shall be made. All transverse joints shall be made by placing building paper over the ends of the previous applications, and starting the adjoining application on the building paper. Afterward, the paper shall be removed and disposed of to the satisfaction ofthe Engineer. All joint edges shall be swept clean of overlapping cover aggregate prior to the adjacent application of asphalt-rubber material. All reasonable precautions shall be taken to avoid "skips" and "overlaps" at joints and to protect the surfaces of adjacent structures from being spattered or marred. Correction of any such defects will be required at the Contractor's expense.
7. Before spreading the asphalt-rubber mixture, all distributor trucks shall have been tested for transverse spread of asphalt-rubber mixtures within the previous 6-month period. The Contractor shall furnish the Engineer with evidence that each transverse spread was as uniform as practicable and under no conditions was there a variance greater than 15 percent.
8. Prior to the application of the asphaltic concrete overlay, the surface of the asphalt-rubber seal treatment shall be broomed with a self-propelled power broom to remove excess stone and dust. This brooming shall not commence until a period of one hour after rolling is completed. Care shall be exercised to remove loose, excess stone only.
9. A minimum "curing period" of 2 hours is required from the time of placing the asphalt-rubber seal treatment and placement of the asphaltic concrete overlay.
10. Unless waived by the Engineer, traffic shall not be allowed on the completed rubber asphalt seal treatment prior to the application of the first lift ofthe asphaltic concrete overlay.
11. If precoated cover aggregate is not specified in the Plans, the surface of the asphalt-rubber seal treatment shall be treated with a tack coat at a rate of 0.14 - 0.27 Um2.
414.05 MEASUREMENT: The area to be measured will be the number of
297

414.06

square meters of Asphalt-Rubber Seal Treatment completed and accepted. The length will be measured along the surface. The width will be that specified on the Plans, plus or minus any authorized changes. Irregular areas will be measured by the square meter of surface within the lines shown on the Plans or authorized changes.

414.06 PAYMENT: The accepted area of Asphalt-Rubber Seal Treatment will be paid for at Contract Unit Price per square meter. Such payment shall be full compensation for furnishing all materials; for all hauling, mixing, spreading, and rolling and any other work necessary to complete the Item.

Payment will be made under: Item No. 414. Hot Asphalt-Rubber Seal Treatment for Stress Relieving Interlayer

per Square Meter

SECTION 424-BITUMINOUS SURFACE TREATMENT

424.01 DESCRIPTION: This work shall consist of placing one or more applications of bituminous material and aggregate on a previously prepared base or pavement.

NOTE: Bituminous Surface Treatment shall not be placed on fresh Asphaltic Concrete except for paved shoulders, until the Asphaltic Concrete has been in place at least thirty (30) days.

424.02 MATERIALS: All materials shall meet the requirements of the following specifications:

Asphalt Cement, Viscosity Grade AC-10 or AC-20 Emulsified Asphalt, Grade RS-2h Cationic Asphalt Emulsion, Grade CRS-2h or CRS-3 Cutback Asphalt Emulsion, CBAE-2 or 3

820.01 822.01 824.01 823.01

NOTE 1: AC-20 or CRS-3 to be used only at the direction of the Engineer. (See Sub-Section 424.05.A.5.)

NOTE 2: CBAE-2 or 3 to be used only at the direction of the Engineer. (See Sub-Section 424.05.A.4.)

The bituminous material may be of any of the types and grades listed. The Contractor will select the type and grade of bituminous material to be used. The Contractor shall notify the Engineer at least 10 days before ordering the bituminous material. The choice of bituminous material will be subject to approval ofthe Engineer.

Coarse Aggregate, Class A Crushed Stone or Crushed Slag, Group I or II

800.01

The size and group of aggregates used in the Surface Treatment shall be those specified in the Proposal under the appropriate Line Item. Unconsolidated limerock will not be allowed unless specifically provided for in the Plans or Proposal. Class B aggregates may be used only where the Surface Treatment is to be used for shoulder construction or where it is

298

424.03
to be overlaid with Asphaltic Concrete.
424.03 EQUIPMENT: All equipment for the construction of surface treatment shall be capable of producing work in compliance with the standards set forth by this section. This equipment shall be on the project and in proper working order before construction will be permitted to begin. The specific type and number of each kind of equipment must be approved by the Engineer prior to use on the Project.
A. PRESSURE DISTRIBUTOR: The pressure distributor shall be mounted on pneumatic tires wide enough to prevent damage to the road surface. It shall be so designed, equipped, maintained and operated that the bituminous material will be heated and applied evenly throughout the length of the spray bars. It shall maintain a constant, uniform pressure on the nozzles. The distributor shall be adjustable to deliver controlled amounts of bituminous material from 0.18 to 4.53 Um2 0.10 Um2 from the amount specified, in widths up to 7.2 m without atomization, streaking or pulsation in the flow. Screens shall be installed between the tank and the nozzles, and they shall be cleaned frequently to prevent clogging. The distributor shall be equipped with a tachometer and thermometers so located as to indicate accurately the rate of application and the temperature of the tank contents. The distributor shall also be equipped with measuring devices capable of accurately indicating the amount of bituminous material, in liters, in the distributor before and after each application. The distributor shall be equipped with full circulating spray bars capable of lateral adjustment to conform to a stringline. The spray bar shall be capable of vertical and horizontal adjustment. The distributor shall be equipped with a positive shut off control. Dripping of bituminous material on the roadway shall be prevented. The distributor tank shall be equipped with a sample valve in a safe and convenient location for obtaining bituminous material samples. The distributor shall be inspected annually by the Department prior to being used in the Work. Upon inspection and approval, an equipment certification sticker will be attached to the distributor by the Department.
B. HEATING EQUIPMENT: Heating equipment shall be such as will heat and maintain the bituminous material uniformly at the temperature required. An accurate thermometer shall also be provided.
C. AGGREGATE SPREADER: The aggregate spreader shall be a selfpropelled mechanical spreader capable of applying aggregate at the desired rate uniformly and accurately without corrugation, overlaps or excess deficient areas. The spreader shall be capable of spreading courses to the required widths. Sufficient spreaders will be provided to promptly cover the full width ofthe asphalt application. The aggregate spreader shall be inspected annually by the Department prior to being used in the Work. Upon inspection and approval, an equipment certification sticker will be attached to the spreader by the Department.
299

424.04
D. SMOOTH-WHEELED ROLLERS: Smooth-wheeled rollers shall be self propelled, tandem type units or a steel drum capable of being alternated with pneumatic-tired wheels. The rollers shall weigh from 3 to 7 Mg. The weights of rollers within these limits shall be sufficient to secure proper compaction.
E. Pneumatic-Tired rollers shall be self propelled units with treads that will not disturb the aggregates. Rollers having pneumatic-tired wheels capable of being alternated with a steel drum will be permitted.
F. POWER BROOM AND POWER BLOWER: At least one power broom and one power blower or a combination power broom and blower are required, and they shall be capable of cleaning the road surfaces of dust and all other loose and foreign materials which would prevent the bituminous material from adhering to the base.
424.04 TYPES OF CONSTRUCTION:
A. SINGLE SURFACE TREATMENT: This surface treatment consists of one application of bituminous material which is covered with aggregate.
B. DOUBLE SURFACE TREATMENT: This surface treatment consists of an application of bituminous material which is covered with a specified size aggregate; then a second application of bituminous material which is covered with a second specified size aggregate.
C. TRIPLE SURFACE TREATMENT: This surface treatment consists of an application of bituminous material which is covered with a specified size aggregate and subsequent applications of bituminous material which are covered with successively smaller nominal size aggregates.
424.05 CONSTRUCTION:
A. SEASONAL AND WEATHER LIMITATION:
1. SEASONAL LIMITATION: The dates between which bituminous surface treatment and the corresponding various bituminous materials that may be used are given by zones in Table 424.05.A. No exceptions will be permitted, except as shown in subparagraph 3 below, unless they are authorized by the Engineer. Zones given are shown on the geographic map included in this Section.
2. WEATHER LIMITATION: Asphalt cement shall not be applied to a wet surface or when the temperature at the time of the application is below 18C. Emulsions shall not be applied on any day when the temperature at the time ofthe application is below 13C.
3. USING HOT MIX ASPHALTIC CONCRETE: On projects where hot mix asphaltic concrete is to be applied over the surface treatment, the seasonal and temperature limitations may be waived at the discretion of the Engineer, provided that no traffic is permitted on the surface treatment until it is covered with hot mix asphaltic concrete.
300

TABLE NO. 1

APPLICATION

STONE SIZES

1st AppI. Bit. Mat'ls. (IJm~)

AC-IO or AC-20

R8-2h, CRS-2h, CRS-<I, (CBAE-2 or 3)* 1st AppI. Stone (m3,.;;.)

2nd AppI. Bit. Mat'Is. ([)m~)

AC-IO or AC-20

RS-2h, CRS-2h, CRS-<I, (CBAE-2 or 3)' 2nd AppI. Stone (m3,.;;.)

3rd AppI. Bit. Mat1s. ([)m~)

AC-IO or AC-20

RS-2h, CRS-2h, CRS-<I, (CBAE-2 or 3)'

3rd AppI. Stone (m3'm2)

o~
to-'

Total Bit. Mat'I. (IJm2)

AC-IO or AC-20

RS-2h, CRS-2h, CRS-<I, (CBAE-2 or 3)*

TOTAL STONE (m3,.;;.)

1st 2nd CONTRO 3rd TOLER"

SINGLE

#89

#7

DOUBLE

TRIPLE

#6

#7

#6

#6

#5

CONTROL

#89

#7 CONTROL

#7

#7

TOLER."

TOLER"

#89

#89

+.09

.72-.86 .68-1.13 .86-1.36

%.09

.77-1.22 1.04-1.5

".09

0.77-1.36 0.95-1.54

".09

.86-1.00 .81-1.31 l.oo-l.58

".09

1.36-1.45 1.22-1.81 ".09

0.91-1.58 1.13-1.81

".001 .005-.0060 .0060-.009 .01-.014

".001 .006-.009 O.OI-.OH ".001 0.01-.014 0.14-.018

.09

.68-1.08

.95-1.40

".09

.77-1.22 .77-1.22

".09

.81-1.26 1.13-1.6

".09

.91-1.45 .91-1.45

".001 .005-.006 .006-.oo[ ".001 .006-.009 .006-.009

".09

.68-1.08 .68-1.08

".09

.81-1.27 .81-1.27

+.001 .005-.006 .005-.006

".09

.72-.86 .68-1.13 .86-1.36

".14

1.45-2.31 1.99-2.9

".18

2.22-<1.67 2.40-<1.85

".09

.86-1.00 .81-1.31 l.oo-l.58

".14

1.72-2.72 2.35-3.44 ".18 2.63-4.30 2.85-4.53

".001 .005-.006 .006-.009 .01-.014

".0013 .01l-.oI5 .016-.024 :!:.oo16

.021-.029 .025-.033

NafE: The rates of application shown in the Table are designed to cover most possible conditions of base, weather and materials. Individual judgement should be used to select rates suitable to project conditions.

A double application consisting of 6's and 7's should be used for surface treatment on shoulders, under guardrail or as other wise specified.

The bituminous material and stone for each application may be varied by the Engineer, at no increase in cost, outside of the
minimum or maximum shown in the table provided the total of the materials is within the limits of the total minimum and 94total maximum of all courses.

'CBAE-2 or 3 bituminous material may be used only when directed by the Engineer in accordance with Sub-Section 424.05.A.4.

When multiple applications are specified, the Engineer will determine the time interval between subsequent courses.

II>-

"If the Contractor does not maintain these control tolerances, the Engineer should stop the work until the Contractor makes the necessary corrections.

~
o~

01

424.05

4. CBAE-2 or 3 may be used for detours, patching and other work after the expiration of the paving season only when directed by the Engineer.
5. AC-20 or CRS-3 may be used only when a problem arises related to excessive aggregate pickup during high ambient temperature.

TABLE 424.05.A

~

Asphalt Cement

Emulsified Asphalt

1

May 1 - September 15

April 10 - September 15

2

April 15 - October 5

April 1 - October 5

3

April 10 - October 20

March 25 - October 20

4

April 1 -November 1

March 15 - November 1

B. PREPARATION OF ROAD SURFACE: 1. CONDITION OF BASE: New bases shall be firmly compacted, finished and primed, and shall conform to the lines, grades and cross-sections within the specified tolerance.

2. REMOVAL OF FOREIGN MATERIAL: All loose material, dust, dirt, clay and all other materials which would prevent bituminous materials from adhering to the base shall be removed with power brooms, power blowers, hand brooms, or by any other means necessary for their complete removal. Special care shall be taken to clean the outer edges thoroughly. Where necessary, excess material shall be removed off the paving edge with motor grader blade.

3. CONDITION OF PRIME: Prior to placement of the mat course, the prime shall be properly cured. If the prime is loose, soft, unbonded, removed or damaged, it shall be satisfactorily repaired. All concentrations of excess prime shall be removed. Additional rolling with a pneumatic-tired roller prior to surface treatment shall be performed when directed by the Engineer.

C. SEQUENCE OF OPERATIONS AND QUANTITIES OF MATERIALS: The sequence of operations and quantities of materials are included in Table No. 1. The Engineer will determine the quantities of materials to be used during construction and may change the minimum or maximum rate of application of any course during construction providing the total quantities are within the amounts shown in Table No. 1. Any deviation, or minus, from the Table quantities will require a negotiated adjustment of the Contract price and be evidenced by an approved Supplemental Agreement.

D. HEATING AND APPLYING BITUMINOUS MATERIALS: The entire mass of bituminous material for each application shall be heated evenly under positive control, and maintained within the temperature range specified while the material is being applied.

302

424.05

--------------------.-~==~=-=====i1I

TENNESSEE

NORTH CAROL I NA

DEPARTMENT OF"
TRANSPORTATION

GEORGIA

GEOGRAPH ICAL HAP FOR
SURF ACE TREATHEHT &
SLURRY SEAL

The Engineer will designate the maximum area to which any application of bituminous material may be made at one time.When the bituminous material has been applied to that section, it shall be immediately covered with the correct quantity of the appropriate aggregate before the next section is begun. Under no circumstances shall operations proceed in such a manner that bituminous material will be allowed to chill, set up, dry or otherwise attain a condition which would impair retention of the cover aggregate before the aggregate is applied.
The bituminous material may be applied to the full width of the pavement only when sufficient aggregate spreading capabilities are available to immediately cover the full width of the applied bituminous material. When a longitudinal joint is necessary, the applications shall not overlap more than 100 mm; nor shall any area be left uncovered, and in no instance shall the bituminous materials be allowed to build up in excess quantities.
On curves requiring widening, the extra width shall be shot on the outside first, then the normal width shall be shot with the distributor following the inside paving edge.
303

424.05
The spray of bituminous material shall be uniform at all times. If streaking develops the distributor shall be stopped and the trouble corrected before proceeding. The streaked areas shall be covered at approximately the same rate of application of bituminous material by using a hand hose or a hand pouring pot.
The asphalt application shall start and end from a heavy paper or tight trough, longer than the width ofthe treatment being applied, and placed so as to catch and hold the surplus material to ensure a neat joining of the bituminous material in place.
Any parts of the work which cannot be reached by the distributor shall be treated by hand hoses with nozzles. Curbs, gutters, hand rails and other structures shall be protected from being discolored by the bituminous material. If bituminous material is sprayed or spilled on these structures, it shall be removed.
If the Contractor is unable to keep the application of bituminous material uniform, he shall stop the work and make any changes in equipment, personnel or methods necessary to ensure the required uniformity including applying one-half roadway widths if necessary.
When the distributor is to be cleaned and emptied, it shall be emptied where the bituminous material can be covered with dirt and completely disposed ofwithout damage to any part of the Right of Way.
The following table gives the temperatures at which bituminous material shall be applied.

TEMPERATURES FORAPPLTING BITUMINOUS MATERIALS

Bituminous Material

Asphalt Cement

RS-2h

CRS-2h

CBAE-2 CRS-3 or 3*

Application Temperature Degrees C

135C to
175C

60C to
80C

60C to
80C

60C 55C

to

to

80C 70C

*CBAE-2 or 3 bituminous material may be used only when directed by the Engineer in accordance with Sub-Section 424.05.A4.

Emulsified asphalts shall not be stored at temperatures exceeding 65C for any extended period of time.
E. SPREADING AGGREGATES
1. MOISTURE: Aggregates shall contain no free moisture when spread.
2. SPREADING: The aggregate shall be uniformly spread at the specified rate without corrugations, overlaps, excess or deficient areas. The application of aggregate shall immediately follow the bituminous application. The spreader shall move at a uniform rate of speed regardless of grade. The distance that the aggregate free falls shall remain constant during spreading. Corrugations shall be removed. The spreader shall be

304

424.07

operated to prevent overlap of aggregates. If overlap does occur, the excess aggregate shall be removed prior to rolling.
Hand spotting and brooming shall be employed as necessary to ensure a uniform aggregate spread.

F. ROLLING: A rolling pattern and speed shall be selected by the Contractor, and approved by the Engineer, which will be sufficient to thoroughly key the aggregate into the bituminous material. Where use of a steel wheel roller causes aggregate fracture, pneumatictired rollers only will be used.

G. BROOMING: A revolving broom shall be used as necessary, augmented by hand brooming in order to remove or redistribute excess stone. Brooming shall not be performed so that bonded stone will be unseated.

H. TRAFFIC: No traffic shall be permitted on any individual course until the bituminous material has cooled or set enough so that the aggregates will not be loosened, dislodged or whipped off by traffic moving slowly. Then traffic may be permitted at speeds determined by the Engineer who will also specify the necessary control devices to limit the speed. This control shall be continued until the Engineer permits the road to be opened for general traffic.

I. MAINTENANCE AND PROTECTION: The Contractor shall maintain and protect the surface course as specified in Section 105 until the work has been accepted. If repairs are needed during this time, the Contractor shall make them as the Engineer directs. The cost of this maintenance, protection and repair shall be included in the Unit Prices Bid for the item for which they apply.

424.06 MEASUREMENT: The area to be measured will be the number of square meters of each type surface treatment completed and accepted. The length will be measured along the surface. The width will be that specified on the Plans, plus or minus any authorized changes. Irregular areas will be measured by the square meter of surface within the lines shown on the Plans or authorized changes.
424.07 PAYMENT: The accepted area of surface treatment will be paid for at the Contract Unit Price per square meter complete, or adjusted Contract Unit Price if a Supplemental Agreement has been approved, for each type and stone size specified.

Payment will be made under:
Item No. 424. Single Surface Treatment Stone Size_ Group__

per Square Meter

Item No. 424. Double Surface Treatment Stone Size _ & _ Group _

per Square Meter

Item No. 424. Triple Surface Treatment Stone Sizes _, _, & _, Group _ .......per Square Meter

305

426.01

SECTION 426-SPRINKLE OVERLAY TREATMENT OF HOT MIX ASPHALTIC CONCRETE

426.01 DESCRIPTION: This Work shall consist of applying a precoated siliceous aggregate to the surface of hot mix asphaltic concrete pavement immediately after laydown. Its application is for the purpose of providing a skid resistant surface.

426.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Coarse Aggregate Asphalt Cement, Viscosity Grade AC-20 or AC-lO Heat Stable Anti-Stripping Additive

800.01 820.01 831.04

426.03 COMPOSITION OF MIXTURE: Aggregate for sprinkle mixture shall be composed of Group II, Class A or B Stone meeting the requirements of Sub-Sections 800.01, and 802.02. One hundred percent of the material shall pass the 19.0 mm sieve and 95% be retained on the 4.75 mm sieve.
The aggregate shall be mixed with from 1 percent to 3 percent asphalt cement by weight of the total mixture. The asphalt cement shall be treated with a heat stable anti-stripping additive meeting the requirements of SubSection 831.04. The exact proportion of asphalt cement and aggregate shall be determined by the Contractor and approved by the Engineer.
426.04 PREPARATION OF THE MIXTURE: The aggregate shall be dried and heated to a temperature between 115 and 150C and mixed with asphalt cement. The amount of asphalt cement shall be such that the individual aggregate particles are uniformly coated. The temperature of the asphalt cement shall be approximately 150C It is the intent of the Specification to produce uniformly coated course aggregate particles that will flow freely and spread uniformly after being cooled to ambient temperature. After mixing, the mixture shall not be stockpiled less than 1 m in height until sufficient cooling has occurred to preclude damage ofthe asphalt due to coking. It may be wetted with water and stirred after 15 minutes if its core temperature is above 150C. Storage of the sprinkle mix shall be done in a manner that would prevent contamination and deterioration. If the sprinkle mixture is to be stored for extended periods of time the Engineer may require the stockpile to be covered. Lumping of the mixture shall be cause for rejection of its use.
426.05 CONSTRUCTION: The mixing and placing of the asphaltic concrete to be overlaid with sprinkle mix shall be done in accordance with Section 400 Hot Mix Asphaltic Concrete Construction, except the sprinkle overlay shall not be placed when the ambient temperature is below 15C. The type asphaltic concrete to be used shall be either "F," "H," or "G." Job Mix Formulas will not be approved with less than 50 percent fine aggregate.
Immediately after the passage of the paver and prior to any rolling, the sprinkle mix shall be applied uniformly to the asphaltic concrete mat with a mechanical spreader. The spreader shall be self-propelled and one that completely spans the lane being paved. The spreader used shall be approved by

306

426.07

the Engineer. It shall be capable of uniformly applying the sprinkle mix over the entire asphaltic concrete mat at the prescribed rate. The rate of application shall be from 3 to 5 kg/m2 and shall be in addition to the specified rate of spread of the asphaltic concrete on which it is being placed. The sprinkle mix shall be placed cold and shall cover at least 50 to 75 percent of the surface area.
Initial rolling shall commence immediately following the application of the sprinkle mix. Initial rolling may be done by the three-wheel steel roller or a vibratory steel wheel tandem roller. Finish rolling shall be in accordance with Section 400 - Hot Mix Asphaltic Concrete Construction.
Traffic will not be permitted on the finished surface until the pavement has cooled to such a level that the sprinkle mix will not pick up under the tires. Sprinkling with water may be required by the Engineer to promote cooling of the pavement prior to opening to traffic.

426.06 MEASUREMENT: Sprinkle Overlay Treatment, complete in place and accepted, will be measured by weight or by square meter, whichever is indicated by the Proposal. In computing the area in square meters, the lengths and widths used shall be as set forth in Section 109. The actual weight will be determined by weighing on the required motor truck scales each loaded vehicle as the material is hauled to the roadway or by recorded weights if a digital recording device is used

The weight measured will include all materials and no deductions will be made for the weight of bituminous material. The actual weight will be the pay weight except when the aggregates used have a combined bulk specific gravity in excess of 2.75, in which case the pay weight will be determined according to the following formula:

Tl= T

.2..Th (%~ee-ate)
% AC + Combined Bulk Sp. Gr.
[
100

Where:

Tl = Pay Weight T = Actual Weight %AC = Percent by Weight of Asphalt Cement
% Aggregate = Percent by Weight of Total Mixture

of Aggregates
Combined Bulk Sp. Gr. = Calculated Combined Specific Gravity

of Various Mineral Aggregates Used

in Mixture
% Y = Percent by Weight of Hydrated Lime

and/or Mineral Filler

No separate payment will be made for bituminous material.

426.07 PAYMENT: Sprinkle Overlay Treatment will be paid for at the Contract Unit Price per square meter or per megagram and shall be full compensation for furnishing, preparing, mixing, and applying the Sprinkle

307

427.01

overlay Treatment.

Payment will be made under:

Item No. 426. Sprinkle Overlay Treatment, Including Bituminous

Materials

per Square Meter

Item No. 426. Sprinkle Overlay Treatment, Including Bituminous

Materials

per Megagram

SECTION 427-EMULSIFIED ASPHALT SLURRY SEAL

427.01 DESCRIPTION: Emulsified Asphalt Slurry Seal consists of a thin application of a mixture of fine nonplastic aggregate, emulsified asphalt, mineral filler and water.

427.02 MATERIALS: The materials to be used and the specifications for them are listed below:

A. AGGREGATE:

1. The aggregate used in Emulsified Asphalt Slurry Seal shall meet the requirements of Sub-Section 802.01 with the exceptions that it shall be manufactured from Group II, Class A or B crushed stone or slag, and the Sand Equivalent Value shall be not less than 50.

2. Aggregates shipped to the project shall be uniform and shall not require blending or premixing at the storage area before use.

E. MINERAL FILLER:

1. Portland Cement 2. Hydrated Lime

830 & 883 882 & 883

C. EMULSIFIED ASPHALT:

1. Emulsified Asphalt: SS-1h

822

2. Cationic Asphalt Emulsion: CSS-1h

824

D. WATER: Water for Slurry Seal Mixtures shall be reasonably clear and free from oil, salt, acid, alkali, organic and other injurious substances. At the discretion of the Engineer, a sample of the water to be used may be sent to the laboratory for evaluation before work begins on the project.

427.03 EQUIPMENT: All equipment, tools, and machines used in the performance of this work shall be approved by the Engineer. No work shall be attempted with equipment that is malfunctioning. The Engineer may order that the work be discontinued if it is determined that sufficient equipment and tools are not in use to place the materials satisfactorily.

A. SLURRY MIXING EQUIPMENT: Before placement of slurry seal begins, the Engineer shall be furnished with a calibration of the slurry mixing equipment. The mixing machine shall be equipped with a revolution counter

308

427.04 capable of counting the revolutions of the feeder belt continuously or intermittently as desired by the Engineer.
The mixing machine shall be a continuous flow mixing unit. It shall be capable of accurately delivering a predetermined proportion of aggregate, water, mineral filler, and asphalt emulsion to the mixing chamber and shall be capable of discharging the thoroughly mixed product on a continuous basis. The aggregate and mineral filler shall be prewetted in the machine immediately prior to mixing with the emulsion. Mixing shall be done in a manner that will not cause premature breaking ofthe emulsion.
The mixing machine shall be equipped with a water pressure system and fog type spray bar for complete fogging of the surface preceding the spreading equipment. B. SLURRY SPREADING EQUIPMENT: The mixing machine shall be equipped with a mechanical type squeegee spreader equipped with a flexible strike-off in contact with the surface. It shall be adjustable to prevent loss of slurry on varying grades and crown and to maintain a uniform spread. The spreader shall be equipped with augers, a steering device, a flexible strike-off, and a device for adjusting the width of coverage. The spreader box shall be kept clean and free from build-up of asphalt and aggregate. The flexible strike-off and the use of burlap drags or other drags will be subject to approval by the Engineer. C. CLEANING EQUIPMENT: Power brooms, power blowers, air compressors, water flushing equipment, and hand brooms shall be capable of thoroughly cleaning all cracks and the old surface. D. AUXILIARY EQUIPMENT: Hand Squeegees, hand brooms, shovels, and other equipment shall be provided as necessary to perform the work. 427.04 COMPOSITION OF MIXTURE: Emulsified Asphalt Slurry Seal shall be a uniform mixture of aggregate, emulsified asphalt, mineral filler, and water. The Engineer may require immediate adjustments or replacement of any constituent necessary to produce an acceptable slurry seal. The constituents shall be proportioned to produce a uniform mixture meeting the requirements ofTable No. I.
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427.04

TABLE NO. I Job Mix Formula and Design Limits

Mixture Control Tolerances, %
O 6 +5 4 3
0.75 5 n/a

Emulsified Asphalt Slurry Seal Mixture GRADING REQUIREMENT % Passing 9.5 mm Sieve % Passing 4.75 mm Sieve % Passing 2.36 mm Sieve % Passing 300 urn Sieve % Passing 75u Sieve DESIGN REQUIREMENTS Range for % Residual Asphalt Flow (mm) GDT 91 Wear (g/m2), GDT 43 (Max.)

100 90 - 100 65 - 90 20 - 45 8 - 16
7.5 - 13.5 25 1075

NOTE 1: Percent Residual Asphalt based on weight ofthe dry aggregate.
NOTE 2: Emulsified Asphalt Slurry Seal is for sealing small cracks and correcting moderate ~urface condition. This type shall be applied at a rate of 5.5 to 11 kg/m based on dry aggregate weight.
NOTE 3: Ifmore than 11 kg/m2 of Emulsified Asphalt Slurry Seal is required, additional lifts of the same mixture shall be applied.
NOTE 4: The gradation and percent Residual Asphalt as shown on the slurry seal design or as established by the Engineer shall be maintained within the mixture control tolerances as listed.
SLURRY SEAL DESIGN:
At least two weeks prior to beginning of work, the Contractor shall submit to the Central Laboratory representative samples of each ingredient to be used in the slurry seal mix for a design. The samples should contain information relative to sources, type materials and project number. No slurry seal work shall begin nor will any mixture be accepted until the laboratory has approved the slurry mix design.
Prior to beginning of work, the Contractor shall submit to the Engineer the slurry seal mix design that he intends to use on the project.
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427.05
427.05 CONSTRUCTION:
A. WEATHER LIMITATION: Slurry Seal shall not be applied if either the pavement or ambient temperature is 13C or less and falling, but may be applied when both the ambient and pavement temperature are 7C or above and rising. Whenever the relative humidity exceeds 80 percent or the weather is overcast, the application of slurry seal shall be at the discretion of the Engineer.
B. PREPARATION OF EXISTING SURFACE: The existing surface shall have been prepared as specified herein for Slurry Seal.
1. Immediately prior to applying the slurry, the surface shall be cleaned of all loose material, silt spots, vegetation, and other objectionable material. Any standard cleaning method used to clean pavement will be acceptable. Water flushing will not be permitted in areas where considerable cracks are present in the pavement surface.
2. TACK COAT: Prior to the placement of the slurry seal, a bituminous tack coat shall be applied to the old surface. The application of the tack coat shall be in accordance with Section 413 - Bituminous Tack Coat except that all cost related to the bituminous tack material and application shall be included in the price bid for the slurry seal. The tack shall be of the same asphalt emulsion type and grade as used in the slurry seal and shall be applied with an asphalt distributor. The tack coat shall consist of one (1) part emulsion and three (3) parts water. The application rate shall be 0.23 to 0.46 Um 2 of the diluted emulsion. The actual application rate will be as determined by the Engineer.
C. TRANSPORTING AND STORING OF ASPHALT EMULSIONS: The containers used in transporting asphalt emulsions shall be free from foreign material. No asphalt emulsion will be accepted from any transporting vehicles which are found to have leaked or spilled during transit. The asphalt emulsion shall be stored in stationary rail or truck tanks that can easily be used to fill the slurry seal truck tanks. The storage and truck tanks shall be equipped to prevent water from entering the emulsion. Suitable heat shall be provided if necessary to prevent freezing.
D. STOCKPILING OF AGGREGATES: The aggregate shall be stockpiled in an area that drains readily. Precautions shall be taken to prevent contamination of the stockpile by oversized rock, soil or vegetation. The aggregate shall be loaded on to the Slurry Seal trucks without segregation.
E. PREPARATION OF MIX: The material shall be mixed thoroughly and uniformly in the proportions approved for use. The water or mineral filler content shall be adjusted to secure the desired consistency of the mix. If at any time a slurry of the desired consistency cannot be maintained, the work shall stop until the problem is corrected by either changing proportions or sources of materials, whichever is necessary.
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427.06

F. APPLICATION OF SLURRY SEAL: Slurry Seal shall be placed uniformly across the width of the traffic lane unless otherwise specified or directed. The action of the squeegee shall permit the mix to flow freely leaving a smooth surface. It shall be adjusted if necessary to maintain a uniform surface texture. If required by local conditions, the surface may be prewetted with water by fogging ahead of the slurry box. Prewetting shall be closely controlled to prevent accumulation of water to the point of running off or puddling. The slurry mixture shall be of the desired consistency when deposited on the surface. After placement no additional elements shall be added. Total time of mixing shall not exceed four minutes. A sufficient amount of Slurry Seal shall be carried in all parts of the spreader at all times so that complete coverage is obtained. No lumping, balling or unmixed aggregate will be permitted. No segregation of the emulsion and aggregate fines from the coarse aggregate will be permitted. If the coarse aggregate settles to the bottom of the mix, the slurry shall be removed from the pavement. No excessive buildup or unsightly appearance will be permitted on longitudinal or transverse joints. Longitudinaljoints on a two lane roadway, shall be located as near as possible to the center of the pavement. If the pavement is designed for more than two lanes of traffic, the longitudinal joints shall be located as near as possible to where traffic lines will be placed.

1. HAND WORK: Approved squeegees shall be used to spread slurry in areas that are nonaccessible to the slurry spreader. Care shall be exercised to leave no unsightly appearance from the hand work.

2. TRAFFIC CONTROL: Traffic will not be allowed on the Slurry Seal until it has cured sufficiently to withstand marring, tearing and until no water can be pumped to the surface. The Contractor shall maintain traffic control as necessary to prevent damage to the slurry. Any damage done by traffic to the Slurry Seal shall be repaired by the Contractor at the Contractor's expense.

G. SEASONAL LIMITATION: The dates between which Slurry Seal may be applied are given by zones in the following table. No exceptions will be permitted unless authorized by the Engineer.

SEASONAL LIMITATIONS FOR SLURRY SEALS

Zones

Dates

1

April 15 - October 1

2

April 10 - October 25

3

April 1 - October 31

4

April 1- October 31

NOTE: Geographical Zones shall be as shown on the map in Section 424.

427.06 MEASUREMENT: Emulsified Asphalt Slurry Seal will be measured by the square meter in place as completed and accepted. In computing square meters, the lengths and widths used will be as specified in Section 109, Measurement and Payment.

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429.06

Diluted Emulsified Tack Coat will be measured and paid for in accordance with Section 413, Bituminous Tack Coat.

427.07 PAYMENT: Emulsified Asphalt Slurry Seal will be paid for at the full Contract Price per square meter and shall be full compensation for furnishing all materials, including Bituminous Materials, and for all equipment, work, and labor.

Payment will be made under:

Item No. 427. Emulsified Asphalt Slurry Seal Type_

Stone Group II

per Square Meter

SECTION 429-RUMBLE STRIPS

429.01 DESCRIPTION: This work shall consist of furnishing and placing Rumble Strips in accordance with Plan Details and these Specifications.

429.02 MATERIALS: Asphaltic Concrete shall conform to the requirements of Section 400 - Hot Mix Asphaltic Concrete, Types "B" Modified "E," "F," or "H."
Tack Coat shall be in accordance with Section 413 - Bituminous Tack Coat.

429.03 EQUIPMENT: A form, in accordance with Construction Details shown in the plans shall be provided to confine and space the hot mix.
Compaction shall be by non-vibrating hand rollers.

429.04 CONSTRUCTION: The entire 6 m length of the strip shall be tacked as directed. The oiled form shall then be placed so that the first strip coincides with the beginning location of the first unit. The plant mix shall be placed and leveled, the strips rolled with the forms in place. The forms shall then be removed and the strips compacted to the satisfaction of the Engineer.
This operation shall be repeated until the entire 6 m of Rumble strip has been completed.
Additional Units, as designated on the Plans, shall be constructed at the indicated locations using the same methods and procedures.
No Strips shall be placed on wet or frozen pavement.

429.05 MEASUREMENT: Rumble Strips will be measured per each strip constructed.

429.06 PAYMENT: Rumble Strips, measured as speCified above will be paid for per each Strip satisfactorily completed and accepted. Such payment shall be full compensation for furnishing all materials and performing the Work.

Payment will be made under: Item No. 429. Rumble Strips

per Each

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430.02

SECTION 43~PORTLANDCEMENT CONCRETE PAVEMENT

430.01 DESCRIPTION: This work shall consist of constructing a pavement composed of Portland Cement Concrete, with or without reinforcement as specified, on a prepared subgrade or subbase course in accordance with these Specifications and in reasonably close conformity with the lines, grades, thicknesses, and typical cross-sections shown on the Plans or established by the Engineer. Work will be accepted on a Lot to Lot basis in accordance with the are applicable requirements of Section 106 and this Specification.

430.02 MATERIALS: The materials to be used and the Specifications for them are as follows:

Portland Cement

830.01

Portland Pozzolan Cement

830.03

Water

880.01

Fine Aggregate, Size No. 10

801.02

Coarse Aggregate, Class A or B Crushed

Stone or Gravel, Sizes as Specified

800.01

Steel Bars for Reinforcement..

853.01

Steel Wire for Concrete Reinforcement

853.06

Welded Steel Wire Fabric for Concrete

Reinforcement

853.07

Dowel Bars and Bar Coatings

853.08

Curing Agents

832

Air Entraining Admixtures

831.01

Fly Ash and Slag

831.03

Joint Fillers and Sealers

833

Low Modulus Silicone Sealant for

Roadway Construction Joints

833.06

Epoxy Adhesive for Repairing Cracks

886.01

Chemical Admixtures

831.02

A. FLY ASH: Fly ash may be used as an additive in concrete to promote

workability and plasticity. Fly ash may be used as a partial replacement

for Portland Cement in concrete provided the following limits are met:

1. The quantity of cement replaced shall be no more than 15 percent by weight.

2. Cement shall be replaced by fly ash at the rate of 1.25 to 2.0 kilograms offly ash to 1.0 kilogram of cement.

3. The fly ash mix shall conform to the provisions of Sub-Section 430.05.

4. Type IP cement will not be permitted in fly ash mixes.

B. GRANUlATED IRON BLAST-FURNACE SlAG: When high early strengths are not desired granulated slag may be used as a partial replacement for Portland Cement in concrete provided the following limits are met:

1. The quantity of cement replaced shall be no more than 50 percent by

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430.03
weight provided that the 5 day forecast of the National Weather Service expected low temperature is not less than 15C. If the 5 day expected low temperature is less than 15C but not less than 4C, the quantity of cement replaced shall be no more than 30 percent by weight. If the 5 day expected low temperature is less than 4C, partial replacement of the Portland Cement will not be perrrritted.
2. Cement shall be replaced by slag at the rate of 1.0 kg of slag to 1.0 kg of cement.
3. The granulated slag mix shall conform to the provisions of Sub-Section 430.05.
4. Type IP cement or fly ash will not be permitted in slag mixes.
430.03 EQUIPMENT AND PLANT LABORATORY
A. EQUIPMENT: The Contractor shall provide all equipment and the tools necessary for performing all parts of the work. The equipment shall be of such capacity that the paver will operate at a constant rate of production with starting and stopping held to a minimum. The Engineer may limit the rate of production or the size of the batch if any piece of equipment does not keep pace with the other operations, or if poor workmanship results.
Scales for weighing concrete materials and water measuring devices shall be inspected and approved by the Engineer prior to use. Tolerances shall be 1.0% throughout the operating range. Admixtures shall be measured to an accuracy of 3.0%.
All equipment that operates entirely or partially on the pavement shall be equipped so that only rubber-tired wheels or flat steel wheels come in contact with the pavement. No concrete or shoulder paving equipment shall operate on the pavement until the concrete slab has attained an age of 14 days or a compressive strength of 15 MPa. For movement on and off the pavement, a ramp of compacted earth or other suitable material shall be constructed to prevent undue stress in the pavement slab. Equipment that exceeds legal load limits shall not be allowed on the pavement.
Paving equipment may be either slip-form or fixed form type.
B. PLANT LABORATORY: The Contractor shall provide a plant laboratory in accordance with Section 152 of the Standard Specifications.
430.04 CONSTRUCTION:
A. PREPARATION OF THE ROADBED: All roadbed preparations required by Plans and Specifications shall be completed in advance of the Concrete Pavement placement operations.
B. CONDITION OF SUBGRADE AND SUBBASE. The full width of the subgrade and subbase shall be prepared in accordance with applicable Plans and Specifications. The Contractor shall be responsible for determining that the surface immediately under the concrete pavement
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430.04
will not contribute to deficient pavement thicknesses or excessive yield losses. High areas shall be trimmed to the proper elevation. The subbase shall be capable of supporting paving equipment without rutting or bogging.
C. SETI'ING FORMS: The foundation under forms shall be compacted and true to grade so that the form, when set, will be firmly in contact for its whole length and at the specified grade. No excessive settlement or springing of forms under the finishing machine will be tolerated. Forms shall be cleaned and oiled prior to the placing of concrete.
D. PLACING CONCRETE: The concrete shall be deposited on the grade in such manner as to require as little rehandling as possible. Unless truck mixers, truck agitators, or non-agitating hauling equipment are equipped for discharge of concrete without segregation, the concrete shall be unloaded into an approved spreading device and mechanically spread on the grade. Placing shall be continuous between transverse joints without the use of intermediate bulkheads. Necessary hand spreading shall be done with shovels, not rakes. Noone shall be allowed to walk in the freshly mixed concrete with shoes coated with earth or foreign substances. Concrete shall be thoroughly consolidated against and along the faces of all forms and along the full length and on both sides of all joint assemblies. Vibration shall not cause puddling or the accumulation of excessive grout on the surface. Any grout which accumulates ahead of the paver shall not be used in construction or expansion joints. Concrete shall be deposited near formed joints and shall not be dumped or discharged onto a joint assembly unless the concrete is centered on the joint assembly.
Depth of slab measurements shall be taken by the Contractor by probing the plastic concrete behind the paver. The station number and measurements are to be recorded at least every 150 m at three random increments across the slab and shall be made available to the Engineer upon request.
Air and slump determinations shall be made by the Contractor at a frequency established to ensure the quality of the concrete being placed, but not less than three of each test evenly distributed during the full day's work. The results shall be made available to the Engineer upon request. Reinforcing steel shall be free from dirt, oil, paint, grease, mill scale, and loose or thick rust which could impair bond of the steel with the concrete.
The Contractor shall arrange its operation so the "Leave-Outs" in Continuous Reinforced Concrete Pavement are unnecessary. The Engineer may grant permission for "Leave-Outs" in the case of extreme emergency provided a plan is approved for increasing the reinforcement, if required, at no extra cost to the Department.
E. PLACEMENT OF REINFORCEMENT: Reinforcement shall be located in accordance with details shown on the Plans. Continuous reinforcement shall
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430.04
be placed within tolerances for locations established by the Plans. Lane tie bars shall not be inserted in unsupported sides of fresh concrete. The method of steel placement shall not cause damage or disruption of concrete. Bent lane tie bars may be allowed in construction of longitudinal formed joints. Broken or damaged bars shall be replaced at no additional cost to the Department.
F. CONSOLIDATION AND FINISHING: The sequence of operations shall be continuous from placement to final finish.
1. CONSOLIDATION: Vibration shall be full width and depth of the pavement except vibrators shall not misalign load transfer devices nor contact the forms or base. The operating frequency shall be adjustable between 8,000 and 12,000 vibrations per minute for spud vibrators and adjustable between 3,000 and 6,000 vibrations per minute for surface pan vibrators. Vibrator amplitude shall be within the range recommended by the manufacturer. Surface vibrators may be used in addition to internal vibrators on concrete greater than 200 mm thick. Surface vibrators may be used exclusively on pavements 200 mm or less in thickness. Vibration shall instantly cease when the forward progress of the machine is stopped. Uniform and satisfactory consolidation and density shall be obtained throughout the pavement or the operation shall cease until methods or equipment are furnished which will produce pavement conforming to the Specifications.
2. FINISHING: After the concrete has been struck off and consolidated, it shall be smoothed and trued by an approved float or finishing machine that minimizes or eliminates hand finishing. Normally, hand finishing will not be permitted except under the following conditions:
a. Areas of irregular dimensions where operations of the mechanical equipment is impractical, may be finished by hand methods.
b. In the event of breakdown of mechanical equipment, hand methods may be used to finish only that concrete already deposited on grade when the breakdown occurred.
c. Abnormal circumstances of short duration with approval of the Engineer.
The final finish shall produce a pavement surface that is true to grade and uniform in appearance and free of irregular, rough, or porous areas.
The surface within 150 mm of the pavement edge shall show no more than 6 mm deviation in 3 m when tested with a 3 m straightedge in both transverse and longitudinal directions.
The surface finish of the mainline shall be produced by mechanical equipment for transverse grooving of plastic concrete. This equipment shall utilize rectangular shaped steel tines. Tines used in a continuous operation shall be of the same size and of uniform length. The width of tines shall not be less than 2 mm, nor greater than 3.5 mm. The spacing between tines shall be approximately 13 mm.
318

430.04
The pavement surface shall be subject to tests for determination of texture depth. The method of test, GDT 72, shall be conducted at locations selected by the Engineer. Mainline and ramp areas proven to have a surface texture depth of less than 0.5 mm shall be transversely saw-grooved to meet the average depth requirement of 0.9 mm or greater. Saw grooves shall be of the following approximate dimensions: width - 3 mm, depth - 5 mm; and spacing - 19 mm center-to center.
Ramps, acceleratiop lanes, and deceleration lanes may be textured by hand tools which result in surface texture meeting the mainline requirements. Irregular sections may be finished by methods that produce a minimum average surface texture of 0.64 mm as determined byGDT72.
3. SMOOTHNESS
(A) PROFILOGRAPH TEST AND EQUIPMENT
The Contractor shall include in the Contract Unit Bid Price, all cost for furnishing and operating a Rainhart (Model 860) Profilograph for measurement of pavement profile deviations. The operator and profilograph shall be certified by the Department prior to commencement of paving operations. The evaluation of equipment and operators for certification will be conducted at the Office of Materials and Research, Forest Park, Georgia. The certification process will include a mechanical check of the profilograph functions and satisfactory completion of a written examination by the operator. Requests for certification shall be made by the Contractor in writing to the Office of Materials and Research at least two weeks prior to need.
(B) PROFILE REQUIREMENTS
The mainline riding surface shall produce a profile index value not exceeding 100 mm/km on each travel lane. Tests shall be conducted in accordance with procedures outlined in GDT 78. A profile index value will be determined for each tracing, for each 0.5 km segment. Individual bumps or depressions exceeding the blanking band by more than 5 mm shall be corrected at no additional expense to the Department. If a profile index value of 100 mmlkm per lane for any segment is exceeded, the paving operation shall be suspended until corrective action, approved by the Engineer, is taken by the Contractor.
Ramps, acceleration and deceleration lanes shall be tested in accordance with GDT 78 to produce an average profile index value not to exceed 200 mmlkm for the entire section length. In addition, individual bumps or depressions exceeding 5 mm from the blanking band shall be corrected at no additional expense to the Department.
Pavement profiles shall be taken 1.2 meters from and parallel to the new pavement edges for pavements greater than 4.8 m in
319

430.04
width, and up to 7.2 m in width. Pavement 1.8 m to 4.8 m in width shall be tested parallel to and at the centerline of the pavement section. The 0.5 km record segments will begin at the first day's placement and continue until project completion except as noted herein. Pavement sections less than 200 m in length approaching a bridge will be combined with the previous 0.5 km segment for determination of profile index. Sections 200 m or greater approaching a bridge will be calculated as a separate record segment. This exception also applies to sections at project limits.
A separate profile index value will be determined in accordance with GDT 78 for the 30 m of roadway approaching each end of a bridge up to and including the joint with the approach slab. The profile index from the right and left wheelpaths will be averaged for each 30 m segment for each lane for each approach. The average profile index value shall not exceed 500 mm/km.
(C) PROFILE EVALUATION
The Contractor shall perform and evaluate profiles from the first days placement before further paving continues. Upon completion and evaluation of this test run, the Engineer may require equipment adjustments if necessary to improve smoothness before paving continues.
A report form, furnished by the Engineer, shall be completed by the Contractor and attached to each days profilograph tracings. Each trace shall include the following information: A) Project Number, B) Beginning and ending station numbers, C) 150 m paving stations, D) Traffic direction, E) Lane number, F) Date paved and tested and G) All Construction joint locations. The Contractors certified operator shall obtain and evaluate traces to be submitted to the Engineer and provide results no later than the end of the second work day following placement.
(D) CORRECTIVE ACTION
For mainline pavement, 0.5 km segments not meeting the profile index requirement shall be corrected by one of the following methods:
(1) Grind the entire lane surface of the 0.5 km segment to a profile index value not exceeding 100 mm/km utilizing equipment meeting requirements specified in Section 431.
(2) When roughness is isolated to a small area of the segment, this area may be ground provided that no more than 15 m of full lane width grinding is required to produce a profile index value not exceeding 100 mm/km. If more than 15 m of grinding is required, grinding of the complete 0.5 km segment shall be made in accor~ance with method (1).
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430.04
For ramps, acceleration and deceleration lanes, sections not meeting the profile index requirement shall be corrected with equipment specified in Section 431 to a profile index not exceeding 200 mmlkm with no individual bumps exceeding 5 mm from the blanking band.
A thirty meter bridge approach section not meeting the profile index requirement shall be corrected. Corrective work shall consist of grinding in accordance with Section 431. Bumps with a baseline of 1.5 m or less may be corrected with a bump grinder.
All ground areas including individual bumps shall include the full lane width. Pavement segments containing corrective slab replacements shall be retested for final acceptance.
(E) RETESTING
Segments not meeting the profile index criteria of this Specification shall be corrected at no additional expense to the Department and be subjected to retesting, after correction, with the Rainhart Profilograph. Profilograph testing shall be performed by the Contractor as specified.
(F) VERIFICATION
The Contractor shall notify the Engineer prior to all profile testing. Verification of results will be made by the Engineer through observation of profile testing by randomly selecting a minimum of one out of every 10 consecutive record segment profiles to compute the profile index for comparison with contractor results. At the discretion of the Engineer, profilograph tests may be conducted by the Department at any time to verify Contractor results. Record segments may be tested by the Department if the Engineer determines that the Contractor test results are inaccurate. If this occurs, the Contractor will be charged for this work at a rate of $250.00 for each trace kilometer, with a minimum charge of $500.00.
(G) ACCEPTANCE
Acceptance for pavement smoothness will be made only after the Engineer determines that the Work was satisfactorily performed in accordance with these and all other applicable Specifications and that the completed pavement, including all necessary corrective work, meets the applicable profile index value requirements.
4. NUMBERING STATIONS: Station numbers shall be cast with a die in the pavement every 200 m, 300 mm from the right edge of the travel lane.
5. PROTECTION AGAINST RAIN: The concrete shall be properly protected against the effects of rain before the concrete is hardened. The Contractor shall have available at all times materials for the protection
321

430.04
of the edges and surface of the concrete. Such protective materials shall consist of standard metal forms or wood planks of nominal width and length for the protection of the pavement edges, and covering material such as burlap or cotton mats, curing paper, or plastic sheeting material for the protection of the surface of the pavement. When rain appears imminent, all paving operations shall stop and all personnel shall begin placing forms against the sides of the pavement and covering the surface of the unhardened concrete with the protective covering.
G. REMOVAL OF FORMS: Unless otherwise provided, forms shall not be removed from freshly placed concrete until it has set for at least 12 hours. Forms shall be removed carefully so as to avoid damage to the pavement. After the forms have been removed, the sides of the slab shall be immediately cured in the same manner as the surface of the pavement. Major honeycombed areas will be considered as defective work and shall be removed and replaced.
H. NIGHT WORK: Adequate lighting shall be provided for all work performed at night. The concreting operation shall cease in adequate time to permit finishing and sawing during daylight hours, unless sufficient lighting is provided for satisfactory completion of the work.
I. JOINTS: Joints shall be of the design, configuration, and at the location shown on the Plans or as required by the Specifications. Dowel bars are required at all transverse joints unless otherwise noted. Any Plain Concrete Pavement which has uncontrolled cracking occurring during construction may be remove"d and replaced at the discretion of the Engineer with no additional cost to the Department. Where random cracks are chipped out for sealing, non-rigid epoxy meeting the requirements of SubSection 886.01 shall be used on cracks not under expansion-contraction influence. Continuous cracks under movement shall be sealed with sealant meeting the requirements of Sub-Section 833.06. When it is necessary to remove and replace a section of pavement, the pavement shall be removed and replaced for an area not less than 1.8 m in length nor less than full width of the lane involved. Sections to be removed shall be sawed to vertical face and the concrete replaced as a construction joint with dowels. Dowels to be used in the saw cut construction joint shall be deformed bars of the size specified for contraction joints on the Plans. The drilled holes shall be thoroughly cleaned of all contaminants and the dowels of specified type and size shall then be set into the hardened concrete face of the existing pavement with a Type VIII epoxy bonding compound meeting the requirements of Section 886 of the Specifications. Undamaged and properly positioned dowels in existing construction or contraction joints may be utilized in slab replacement areas. The protruding portion of dowels shall be coated with a thin film of heavy grease. When slab replacements are required on both sides of an existing construction or contraction joint, slab replacement may be continuous from saw-cut construction joint to saw-cut construction joint. Dowels of the type and size specified for contraction joints shall be provided. When epoxy
322

430.04
coated dowels are used, a thin coat of heavy grease shall be uniformly applied to dowels prior to concrete placement. When placement is continuous across transverse contraction joint location, saw-cuts to provide planes of weakness shall be provided in accordance with requirements of this Specification and the Standard for contraction joints.
All joints shall be sealed in accordance with plans.
1. LONGITUDINAL JOINTS: Longitudinal joints shall contain unpainted and uncoated deformed steel bars of the specified size and length and placed perpendicular to the joint by an approved mechanical device or rigidly secured in place by approved supports.
(a) LONGITUDINAL FORMED JOINTS: Longitudinal formed joints shall be constructed by an approved device while the concrete is in a plastic state. The Contractor will employ methods and equipment that ensures that joint reinforcement is properly located and not disrupted during construction.
(b) LONGITUDINAL SAWED JOINTS: Longitudinal sawed joints shall be cut with a suitable mechanical saw. Joint sawing shall commence no later than 3 days after the concrete is placed, and before any traffic or equipment is allowed on the pavement.
2. TRANSVERSE JOINTS: Transverse joints shall consist of construction joints, contraction joints, or expansion joints constructed at required locations. Transverse joints in partial width or adjoining lanes shall be constructed to abut the like joint of adjacent lanes unless otherwise specified on the Plans. Transverse joints in Plain Portland Cement Concrete that require load transfer devices shall contain either plastic coated or epoxy coated dowels. Dowel bars shall be secured in place by approved supporting assemblies before concrete placement. Assemblies shall be capable of maintaining dowels in position with minimal movement during concrete placement. Assemblies shall be secured in position on the subbase in a manner that will hold the assembly in position without disruption throughout construction. Dowel bars shall be placed to a vertical and horizontal tolerance of plus or minus 25 mm of the Plan position. Dowel bar misalignment shall not exceed 10 mm per 300 mm in the horizontal or the vertical plane. Dowel assemblies that are determined to be displaced from the plan position in excess of these tolerances shall be removed and replaced in accordance with procedures outlined in Sub-Section 430.04.1. When epoxy coated dowels are used, the entire surface shall be uniformly coated with a thin film of heavy waterproof grease. Positive means of identifying dowel bar assembly locations shall be provided to ensure accurate positioning of transverse sawed joints.
(a) CONSTRUCTION JOINTS: Transverse construction joints shall be constructed when there is an interruption of more than one hour in the concreting operations. Transverse construction joints shall not be
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430.04
constructed within 3 m of an expansion joint, contraction joint, or transverse plane of weakness. If necessary, an unanticipated construction joint shall be moved back to the last Plan joint and the excess concrete removed and disposed of as directed.
Construction joints shall be formed by securing in place a removable bulkhead or header board. The board shall conform to the full crosssection of the pavement and it shall be secured flush with the subbase and parallel to the normal transverse joints. The board shall be slotted or drilled to accommodate reinforcement as required by the Plans.
The roll oflaitance and grout that usually forms in front of the paver shall not be used adjacent to transverse construction joints. Concrete adjacent to transverse construction joints shall be consolidated full width and depth with ~echanical hand type spud vibrators. One auxiliary vibrator shall be available for use in the event ofmechanical malfunctions.
The Contractor shall furnish work bridges, personnel, string lines, straightedges, lighting, and other equipment and tools necessary to stringline and correct variations of the concrete surface within 9 m on either side of transverse construction joints before the final finish is applied to the concrete. The surface shall be stringlined longitudinally and surface deviations of more than 3 mm in 3 m, in any direction, shall be corrected while the concrete is in a plastic condition.
Plain Portland Cement Concrete pavement requires dowel bars in construction joints. One-half the length of each dowel shall be cast in the concrete during each phase of joint construction. After the concrete has hardened; the bulkhead supporting the dowels shall be dismantled and care shall be exercised not to disturb the dowels.
When epoxy coated dowels are used, the protruding half of each dowel bar shall be uniformly coated with a thin film of heavy waterproof grease prior to resumption of joint construction. Grease coating will not be required when plastic coated dowels are used.
(b) CONTRACTION JOINTS: Plain Portland Cement Concrete pavement shall contain planes of weakness created by cutting joints in the pavement surface. The planes of weakness shall be in accordance with the details shown on the Plans.
Transverse contraction joints shall be sawed before uncontrolled cracking occurs. Sawing shall commence as soon as the concrete has sufficiently hardened to permit sawing without surface raveling and usually starting after about 4 hours and not later than 24 hours after placement. The sawing operation shall continue both day and night regardless of weather conditions.
(c) EXPANSION JOINTS: Transverse expansion joints shall be required at locations shown on the Plans. Expansion joints may be formed by securing a removable bulkhead in place that conforms to the full crosssection of the pavement. The bulkhead shall be sufficient to construct a vertical expansion wall without offsets, indentations, or burrs.
Expansion joint filler shall consist of materials required by the
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430.04
Plans. Preformed joint filler shall be furnished and installed in lengths equal to the pavement width or equal to the width of one lane. Damaged or repaired joint fillers shall not be used.
The expansion joint filler shall be positioned in the joint in a vertical position and at the proper grade. An approved installing bar, or other device, shall be used, if required, to secure expansion joint filler at the proper grade and alignment.
3. SEALING JOINTS: Joints are to be cleaned and sealed in accordance with Section 442 and the Plans. They shall be filled with joint sealing material before the pavement is opened to traffic, and as soon after completion of the curing period as feasible. Sealing shall be such that the material is not spilled on the surface of the concrete. Any excess material on the surface of the concrete pavement shall be removed immediately and the pavement surface cleaned. The use of sand or similar material as a cover for the seal will not be permitted.
J. CURING CONCRETE: Immediately after the finishing operations have been completed and as soon as marring of the concrete will not occur, the entire surface of the concrete shall be cured in accordance with one or more of the following methods:
1. IMPERVIOUS MEMBRANE METHOD: The entire surface of the pavement shall be uniformly sprayed with white pigmented curing compound immediately after the finishing of the surface and before the concrete has set, or if the pavement is cured initially with cotton mats, burlap, or cotton fabric, it may be applied upon removal of the mats. The curing compound shall not be applied during rainfall. Curing compound shall be applied under pressure at a minimum rate of one liter per 3.5 square meters by mechanical sprayers. The spraying equipment shall be of the fully atomizing type equipped with a tank agitator. At the time of use, the compound shall be thoroughly mixed with white pigments uniformly dispersed throughout the vehicle. During application, the compound shall be stirred continuously by effective mechanical means. Hand spraying of odd widths or shapes and concrete surfaces exposed by the removal of forms will be permitted. Curing Compound shall not be applied to the inside faces of joints to be sealed. Should the membrane film become damaged from any cause within the required curing period, the damaged portions shall be repaired immediately with additional compound.
2. WHITE POLYETHYLENE SHEETING: The top surface and sides of the pavement shall be entirely covered with polyethylene sheeting. The units used shall be lapped at least 450 mm. The sheeting shall be placed and weighted down to remain in intimate contact with the surface covered. The sheeting as prepared for use shall have such dimension that each unit as laid will extend beyond the edges of the slab at least twice the thickness of the pavement. Unless otherwise specified, the
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430.05
covering shall be maintained in place for 72 hours after the concrete has been placed.
3. BURLAP, COTTON FABRIC, OR OTHER METHODS: Methods of curing with burlap, cotton fabrics, or other materials may be approved provided the method ensures that the section remains wet for the duration specified by the Engineer.
4. COLD WEATHER CURING: All concrete which is frozen before the time of initial set shall be removed and replaced at no cost to the Department. Concrete which has set but is exposed to freezing temperatures within 24 hours from the time of placement shall be protected with polyethylene or canvas in a manner that will ensure the internal temperature of the concrete is maintained above freezing for a minimum period of 24 hours after the concrete is placed. Other means of protection, such as hay, straw, or grass, and the duration ofthe protection, shall be approved by the Engineer.
K OPENING TO TRAFFIC: The pavement slab shall not be opened to traffic except for joint sawing vehicles, until the concrete has attained an age of 14 days unless the Contractor can show by representative compressive tests that the slab has attained a compressive strength of 15 MPa. Compressive tests specimens used for opening to traffic shall be cured as near as possible to the roadway.
1. PROTECTION OF THE WORK: The Contractor shall erect and maintain suitable barricades and employ watchmen to exclude traffic from the newly constructed pavement for the period herein prescribed. These barriers shall be so arranged as not to interfere in any way with or impede public traffic on any lane intended to be open. Necessary signs shall be maintained by the Contractor clearly indicating the lanes open to the public. When it is necessary to provide for traffic across the pavement the Contractor shall, without additional compensation, construct suitable and substantial crossings to bridge over the concrete which will be adequate for the traffic and satisfactory to the Engineer. All pavement damaged by traffic or other causes before it is finally accepted shall be repaired or replaced without additional compensation to the Contractor, in a manner satisfactory to the Engineer. The Contractor shall protect the pavement against both public traffic and that ofhis own employees and agents.
430.05 QUALITY OF CONCRETE: The typical section sheet in the Plans will specify classifications of concrete for specific uses. This Specification establishes minimum requirements for these classifications of concrete relative to concrete design approval, concrete mix design proportions, batching control responsibilities, and acceptance of hardened concrete based upon compressive strength development.
Portland Cement Concrete shall be produced by combining authorized proportions of approved materials in homogeneous uniform batches in accordance with construction methods specified herein. Concrete produced in a stationary central mix plant shall be mixed for a minimum of 60 seconds after
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all materials have entered the drum. Mix time may be reduced if the Contractor can show through representative test that concrete meets requirements of ASTM C 94, Requirements For Uniformity, but in no case shall the mix time be less than 50 seconds.
Transit mixed concrete shall meet the requirements of Sub-Section 500.05 of the Standard Specifications.

A COMPOSITION OF CONCRETE: The Contractor shall submit for approval, a concrete design that has been prepared by a testing laboratory which has been approved by the Office of Materials and Research prior to the testing laboratory preparing the design mix(es). The design will be transmitted to the Engineer for approval by the Office of Materials and Research a minimum of 35 days prior to proposed use. The concrete mix design shall conform to the following requirements:

1. COARSE AGGREGATE: Coarse Aggregate for Plain Portland Cement Concrete pavement may be either size No. 467, 67, or 57. Coarse Aggregate for Continuous Reinforced Concrete Pavement shall be either size No. 67 or 57. Size No. 467 or 456 shall be separated in individual stockpiles of size No.4 and size No. 67 and blended in accordance with approved mix proportions.

2. FINE AGGREGATE: Fine Aggregate shall meet requirements for size No. 10. Aggregate from different sources shall be stored in separate stockpiles. When two sizes or sources offine aggregate are used to produce the proper gradation, blending shall be in accordance with approved design proportions.

3. MIX DESIGN CRITERIA: Concrete mix designs shall be proportioned based upon the following requirements:

Class No. 1 Class No. 2 ClassHES

Minimum Cement Content Per Cubic Meter Concrete (kg)
320 335 390

Maximum Water-Cement Ratio (kglkg)
0.53 0.50 0.47

Design Air Content Range(%)
4.0 to 5.5 4.0 to 5.5 4.0 to 5.5

The Contractor shall produce evidence that the mix design proportions for Classes No.1 and 2 concrete have the potential for strength development at 24 hours 15 minutes and at 28 days as specified in Sub-Section 430.05.B.
B. APPROVAL OF MIX DESIGN PROPORTIONS: The Office of Materials and Research will be responsible for approval of proposed concrete mix designs. Classes No. 1 and 2 concrete mix designs will be verified for early compressive strength development in accordance with ASTM C-684, Method A. Class HES concrete mix designs will be verified for compressive strength development at 72 hours in accordance with AASHTO T 126 and AASHTOT22. Approval of each proposed combination of materials and mix design

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shall be based on the use of approved materials, compliance with SubSection 430.05.A, and the following:

1. FLEXURAL STRENGTH: The demonstrated laboratory flexural design strength at 28 days as determined by at least nine (9) normally cured flexural specimens prepared and tested in accordance with AASHTO T 126 and T 97 shall meet the following minimum Design Acceptance Requirement (DAR).

The 9 flexural specimens shall be made from three separate trial

batches. Three specimens shall be made from each batch.

Class No.1 Class No.2 Class HES

Concrete DAR =4.1 MPa + .67 s Concrete DAR =4.8 MPa + .50 s Concrete DAR =4.8 MPa + .50 s

where s = standard deviation of all 28 day flexural specimens for a given

combination of materials and mix proportions prepared together,

except that a value of s greater than 255 kPa shall not be used for

calculation of DAR.

2. COMPRESSIVE STRENGTH: The demonstrated laboratory compressive

strength at 28 days for Classes No.1 and 2 concrete as determined by at least six (6) cylinders prepared and tested in accordance with AASHTO T 126 and T 22 shall exceed the following minimum Job Performance Value (JPV). Similar evidence shall be produced that demonstrates strength development at 72 hours for Class HES concrete.

Class No.1 Class No.2 Class HES

Concrete JPV Minimum =20 MPa + .18 R Concrete JPV Minimum =25 MPa + .21 R Concrete JPV Minimum =20 MPa + .05 R

where R = the difference between the largest observed value and the smallest
observed value for all compressive strength specimens at 28 days
for a given combination of materials and mix proportions prepared

together.

(a) CLASSES NO. 1 and 2 CONCRETE: The Contractor shall submit early compressive strength results oftests made at 24 hours 30 minutes for at least twelve (12) cylinders prepared and tested in accordance with ASTM: C-684, Method A Cylinders shall be prepared from three separate trial batches and 4 specimens shall be made from each batch. The average strength, standard deviation, and coefficient of variation for the design shall be determined in accordance with ACI 214. Designs that produce a coefficient ofvariation of more than 10.0% will not be accepted.

(b) CLASS HES CONCRETE: The Contractor shall submit evidence that designs proposed for use as Class HES Concrete have potential for compressive strength development at 72 hours of 20 MPa + .05 R.

C. FIELD ADJUSTMENTS ON CONCRETE MIXES: The Contractor shall be responsible for making all determinations of aggregate surface moisture

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and applying free moisture corrections to the approved mix design. The Engineer will verify that such corrections are made properly.
The Contractor may adjust the approved proportions of the fine and coarse aggregate and water as desired provided:

1. The cement factor is not decreased.

2. The water-cement ratio is not increased.

3. Adjustments produce concrete proportions in accordance with this Specification.

4. Proper notification is given the Engineer prior to use.

D. CONCRETE MIX TOLERANCES: Variations in consistency and air content of concrete must be within the following limits:

1. CONSISTENCY: Slump of concrete shall be determined immediately prior to placement by GDT: 27. Concrete for Portland Cement Concrete pavement shall not be accepted which has a slump value greater than 65mm.

2. AIR CONTENT: The air content of the concrete will be determined immediately prior to placement by the applicable method of tests GDT:
26, GDT: 28, or GDT: 32. No concrete shall be accepted which has an air content beyond the following limits:

Lower acceptance limit:

3.0%

Upper acceptance limit:

6.5%

E. ACCEPTANCE OF CONCRETE STRENGTH: Portland Cement Concrete pavement shall be accepted with regard to concrete strength based upon compressive strength development at a specific time. A Lot acceptance plan by variables will be used to determine the strength development. The pavement will be subdivided into separate Lots consisting of approximately 4400 m2 of concrete pavement placed continuously except for overnight or other minimal discontinuation. Ramps may be set apart as separate and individual Lots. Acceleration or deceleration lanes, wedges, or other variable width sections may be included in other Lots provided the total quantity of paving does not exceed 6300 m2. Three production units will be randomly selected from each Lot for strength determination tests.

1. CLASSES NO. 1 AND 2 CONCRETE: A minimum of two sets of cylinders shall be cast for each production unit selected for acceptance testing. One set will be cured in accordance with ASTM C-684, Method A. The other set will be cured in accordance with AASHTO T-23. A set will consist of two 150 mm x 300 mm cylinders. At the completion of the specified curing, each concrete cylinder will be tested in accordance with AASHTO T-22. The test result will be the average strength ofthe two cylinders. Concrete may be accepted on the basis of early strength
determinations. The average ex) and the range (R) will be computed from

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the three acceptance tests results. The Engineer will establish the minimum early strength (S) that may be used for concrete acceptance. The minimum acceptance strength (S) shall be the average strength at 24 hours 30 minutes of the laboratory design less 1.5 times the standard deviation of the laboratory design as determined in Sub-Section 430.05.B.2.(a). If the average (X) of the three Lot acceptance test equals or exceeds the value (S), the Lot will be accepted at full contract price and the sets of cylinders to be tested at 28 days may be discarded. However, concrete shall not be accepted based upon early strength development when the difference between the largest observed strength value and the smallest observed strength value exceed 35% ofthe average.
If the average of the 3 Lot acceptance tests fail to meet the acceptance limit, the Contractor will be notified immediately. At this point, the Contractor will have the option of immediately removing all concrete in the Lot or leaving it in place pending acceptance or rejection on the basis ofthe 28-day strength test results.
When a Lot is determined to be potentially defective on the basis of the early strength determinations and the Contractor elects to leave the Lot in place for subsequent judgment of acceptability on the basis of 28-day strength tests results, all three sets of28-day cylinders will be retained and appropriately cured. Acceptance of the questionable Lot with regard to 28day strength will be determined in accordance with the limits set forth in Table 430.05.E. If the average 28-day strength, based on the three acceptance tests of the Lot, does not meet the lower acceptance limit shown under the 1.00 pay factor, the Contractor may elect to leave the Lot in place at a reduced unit price determined in accordance with Table 430.05.E. If the average 28-day strength ofthe Lot fails to attain the lower acceptance limit shown for a 0.70 pay factor, the Engineer may order the removal of any or all ofthe concrete in the Lot.
The pay factor for paving concrete which is allowed to remain in place when it is determined to be outside the 0.70 pay factor limits for compressive strength will be 0.50.
A reduction in the Unit Price of Concrete Pavement will be assessed for all areas represented by each Lot that does not attain the specified compressive strength at 28 days in accordance with the following schedule:
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430.06

TABLE 430.05.E.
PAY FACTOR SCHEDULE FOR STRENGTH DETERMINATIONS AT 28 DAYS

Acceptance Limits for Pay Factor Levels Of:

1.00

0.95

0.70

LAL*

LAL

LAL

Concrete Class No. 1

20 MPa + 0.18 R 20 MPa - 0.07 R 20 MPa - 0.30 R

Concrete Class No.2

25 MPa + 0.21 R 25 MPa - 0.07 R 25 MPa - 0.30 R

* Lower Acceptance Limit

2. CLASSIFICATION HES CONCRETE: A minimum of two sets of cylinders will be cast for each production unit selected for acceptance testing. One set will be cured for 72 hours under conditions similar to those under which the pavement is cured. The other set of cylinders will be cured for 28 days in accordance with AASHTO T 23. Each cylinder will be tested in accordance with AASHTO T 22 at the completion of the specified curing. The test results will be the average strength ofthe two cylinders.

Paving concrete may be accepted at full contract price on the basis of strength development at 72 hours of the cylinders cured under conditions similar to those under which the pavement is cured provided the average Sub-Section (X) of the three acceptance test results equals the JPV established in Sub-Section 430.05.B.2. If this average does not equal the JPV, the Contractor will be immediately notified. When the Engineer does not require immediate removal of the pavement in question, the Contractor will select the option of removal or acceptance on the basis of28 day strength development.
When a Lot is determined potentially defective on the basis of 72 hour strength tests and the concrete is retained for subsequent judgment of acceptability, acceptance shall be based upon results of tests conducted at 28 days on the cylinders selected for acceptance testing and cured in accordance with AASHTO T 23. Acceptance of questionable Lots with regards to 28 days strength will be determined in accordance with provisions for testing, computations, and payment for Classification No.2 concrete established in Sub-Section 430.05.E.1.

430.06 TOLERANCE IN PAVEMENT THICKNESS: The thickness of the pavement will be determined by average measurement of cores tested in accordance with GDT: 3l.
For the purpose of establishing an adjusted unit price for payment, the pavement will be subdivided into separate units beginning at the end of the pavement bearing the smaller station number. The last unit in each subdivision will include any smaller part that does not constitute a complete

331

430.06 unit. The following table establishes units for various paving widths:

PAVING WIDTHS (METERS)
othru 7.2
over 7.2 thru 10.8 over 10.8 thru 14.4

LENGTH OF UNIT (BRIDGES EXCLUDED) (METERS)
300 225 150

One core will be taken at random by the Department in each unit. When the measurement of the core from a unit is not deficient more than 5 mm from the Plan thickness, full payment will be made. When such measurement is deficient more than 5 mm and not more than 25 mm from the plan thickness, two additional cores will be secured from the unit and used to determine the average thickness for the unit. A random selection process will be used to determine the location from which additional cores are secured. However, no cores shall be secured within 15 m of other thickness measurement cores. An adjusted unit price as provided in Sub-Section 430.08.B.l will be used to determine payment for the unit.
Areas of equal depth in intersections, entrances, crossovers, ramps, etc., may be considered as one unit, and the thickness of each unit will be determined separately. Small irregular areas may be included as part of another unit. At such points as th~ Engineer may select in these units, one core will be taken for each 2000 m of pavement, or fraction thereof, in each unit. If this core is not deficient more than 5 mmfrom the Plan thickness, full payment will be made. If the core is deficient in thickness by more than 5 mm but not more than 25 mm from the Plan thickness, two additional cores will be taken from the area. If the average measurement of these three cores is not deficient more than 5 mm from the Plan thickness, full payment will be made. If the average thickness of the three cores is deficient more than 5 mm but not more than 25 mm from the Plan thickness, an adjusted unit price as provided in Sub-Section 430.08.B. will be paid for the area represented by these cores.
In calculating the average thickness of the pavement, measurements which are in excess of the specified thickness by more than 5 mm will be considered as the specified thickness plus 5 mm, and measurements which are less than the specified thickness by more than 25 mm will not be included in the average.
When the measurement of any core is less than the specified thickness by more than 25 mm, the actual thickness of the pavement in this area will be determined by taking additional cores at not less than 3 m intervals parallel to the centerline in each direction from the affected location until in each direction a core is found which is not deficient by more than 25 mm. Areas found deficient in thickness by more than 25 mm shall be evaluated by the Engineer, and if, in his judgment, the deficient areas warrant removal, they shall be removed and replaced with Concrete Pavement of the thickness shown on the Plans. Exploratory cores for deficient thickness will not be used in averages for adjusted Unit Price.

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430.08
430.07 MEASUREMENT: The area to be paid for under this Item will be the number of square meters of Concrete Pavement completed and accepted as measured complete in place. The width for measurement will be the width of the pavement shown on the typical cross-section of the Plans, additional widening as required, or as otherwise directed in writing by the Engineer. The length shall be the actual length measured along the surface of the pavement.
430.08 PAYMENT:
A. GENERAL: The Contract Unit Price per square meter of Concrete Pavement will be the basis for payment of all Concrete Pavement that is completed and accepted. Only that Concrete Pavement that meets the completed Specification requirements will be paid for at the full Contract Unit Price. For all other Concrete Pavement that is accepted, payment will be based on an adjusted Unit Price per square meter. The Unit Price per square meter of Concrete Pavement will be adjusted for payment for all Concrete Pavement that is accepted which is deficient in depth or compressive strength at 28 days of age. Price adjustments will be based upon the specified tables. Payment will be made on pavement that is deficient in thickness in Units as specified in SubSection 430.06. Payment will be made on pavement that is deficient in compressive strength at 28 days in Lots as established by Sub-Section 430.05.E. No additional payment over the Contract Unit Price will be made for any unit of pavement which has an average thickness in excess of that shown on the Plans. Neither will additional payment over the Contract Unit Price be made for any Lot of concrete which develops a strength at 28 days in excess of the compressive strength established in Sub-Section 430.05.E. Payment shall be full compensation for furnishing and placing all materials, including reinforcements, dowel and joint materials, supplies, and incidentals necessary to complete the work.
B. PRICE ADJUSTMENTS: The Contract Unit Price per square meter of Concrete Pavement shall be adjusted for all Concrete Pavement which is accepted that has a deficiency of either thickness or compressive strength at 28 days. Adjusted Unit Prices per square meter of Concrete Pavement shall be based upon one or both of the following conditions:
1. CONCRETE PAVEMENT THICKNESS DEFICIENCY: Where the average thickness of the pavement is deficient by more than 5 mm, but not more than 25 mm, payment will be made at a proportional part of the Unit Price per square meter of Concrete Pavement as determined by the following Table:
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430.08

CONCRETE PAVEMENT DEFICIENCY

Deficiency in Thickness Determined by Cores-mm

Proportional Part of Contract Price Allowed

0.0 thru 5.0 5.1 thru 6.4 6.5 thru 7.6 7.7 thru 10.0 10.1 thru 12.8 12.9 thru 19.2 19.3 thru 25.0

100 percent 95 percent 91 percent 86 percent 80 percent 70 percent 60 percent

When the thickness of pavement is deficient by more than 25 mm and the judgment of the Engineer is that the area of such deficiency should not be removed or replaced, payment will be made at 50% of the Contract Unit Price.
No payment will be made for concrete removed in accordance with this provision, nor will compensation for cost of such removal be allowed.

2. COMPRESSIVE STRENGTH DEFICIENCY: Where the compressive strength at 28 days expressed as an average strength eX) for a Lot of Concrete Pavement is less than the values established by Table 430.05.E., payment will be made at a reduced Unit Price per square meter as provided by Table 430.05.E.

3. COMBINED DEFICIENCIES: Should any section of pavement be deficient both in thickness and in compressive strength, the Contract Unit Price will be adjusted by the total reduction resulting from the application ofthe individual percentages shown in subparagraphs 1 and 2 above.

For combined deficiencies of 50% or more, the Engineer will have the option of leaving the pavement in place at the combined payment reduction or ordering the deficient areas removed and replaced at no additional cost to the Department.
Should the Engineer order the pavement removed, there will be no payment for either the original pavement or its removal. Pavement satisfactorily replaced will be paid for at the appropriate Unit Price.

Payment will be made under: Item No. 430. Plain Portland Cement Concrete Pavement, Class No. 1 Concrete _ _ mm thick Item No. 430. Plain Portland Cement Concrete Pavement Class No.2 Concrete mm thick Item No. 430. Plain Portland Cement Concrete Pavement, Class HES Concrete __ mm thick

per Square Meter per Square Meter per Square Meter

334

Item No. 430. Continuously Reinforced Concrete Pavement, Class No.1 Concrete _ _
mm thick Item No. 430. Continuously Reinforced Concrete
Pavement, Class No.2 Concrete _ _
mm thick Item No. 430. Continuously Reinforced Concrete
Pavement, Class RES Concrete _ _
mm thick

431.03 per Square Meter per Square Meter per Square Meter

SECTION 431-GRIND
CONCRETE PAVEMENT
431.01 DESCRIPTION: The Work shall consist of grinding Portland Cement concrete pavement to eliminate joint faulting and/or to restore proper drainage, and riding characteristics to the pavement surface. The Work shall be accomplished in accordance with these Specifications and in reasonably close conformity to the details on the Plans.
431.02 EQUIPMENT: The grinding equipment shall be a power drive, selfpropelled machine that is specifically designed to smooth and texture Portland Cement concrete pavement with diamond blades. The effective wheel base of the machine shall be not less than 3.6 m. It shall have a set of pivoting tandem bogey wheels at the front of the machine and the rear wheels shall be arranged to travel in the track of the freshly cut pavement. The center of the grinding head shall be no further than 900 mm forward from the center of the back wheels.
The equipment shall be of a size that will cut or plane at least 900 mm wide. It shall also be of a shape and dimension that does not encroach on traffic movement outside of the Work area. The equipment shall be capable of grinding the surface without causing spalls at cracks, joints, or other locations.
The equipment shall be checked periodically to assure it is in proper working order, especially the "roundness" of wheels on the grinding equipment and any "out of round" wheelCs) shall be immediately corrected.
431.03 CONSTRUCTION: The Plans will designate the areas of pavement surfaces to be ground. Grinding ofbridge decks and roadway shoulders will not be required unless indicated on the Plans or required to promote drainage, or to conform to smoothness requirements if work is new construction or bridge decks. Grinding will be done only after all necessary spall repairs, slab replacements and pressure grouting have been completed in the area to be ground.
The construction operation shall be scheduled and shall proceed in a manner that produces a uniform finished surface. Grinding shall be accomplished in a manner such that positive lateral drainage will be provided by maintaining a constant cross slope between grinding extremities in each lane. Auxiliary or ramp lane grinding shall transition as required from the mainline edge and at end of cut to provide positive drainage and acceptable riding surface.
The entire area designated on the Plans shall be ground until the

335

431.04
pavement surfaces of adjacent sides of transverse joints and cracks are in the same plane. The operation shall result in pavement that conforms to the typical cross section and the requirements specified in Sub-Section 431.04. It is the intention of this Specification that the faulting at joints and cracks be eliminated, that the overall riding characteristics be within the limits specified, and that substantially all of the pavement surface be textured, except that extra depth grinding to eliminate minor depressions necessary to provide texturing for 100 percent of the pavement surface will not be required.
The Contractor shall establish positive means for removal of grinding residue. Solid residue shall be removed from pavement surfaces before it is blown by traffic action or wind. Residue shall not be permitted to flow across lanes used by public traffic or into gutters or drainage facilities.
431.04 FINAL SURFACE FINISH: The grinding process shall produce a pavement surface that is true to grade and uniform in appearance with a longitudinal line-type texture. The line-type texture shall contain corrugations parallel to the outside pavement edge which present a narrow ridge corduroy type appearance. The peaks of the ridges shall be 1.6 mm 0.8 mm higher than the bottoms of the grooves with approximately 185 to 200 evenly spaced grooves per meter. It shall be the Contractor's responsibility to select the number of grooves per meter to be used to produce the previously described surface finish for each aggregate type that may be present in the concrete surface on the project. Any groove spacing that does not meet the previously described surface finish will not be accepted.
The finished pavement surface will be measured for riding quality. The grinding shall produce a riding surface which does not exceed the specified requirements indicated below:
Ground pavement surfaces on the mainline shall meet a pavement smoothness index value not to exceed 800 mmlkm for each vehicle lane. Tests shall be conducted in accordance with procedures specified in GDT 93 except that all smoothness values shall be calculated and reported for each 0.5 km section of each vehicle lane.
Any areas not meeting the smoothness requirements shall be reground to meet the requirements at no additional cost to the Department.
When regrinding is required to meet the smoothness or final surface finish specified herein, the entire width of the lane must be reground in the area to be corrected. Regrinding of only a portion of the width of a lane will not be allowed. Likewise, the moderate to major deviations throughout the deficient 0.5 km section of the lane shall be spot reground as necessary to meet the smoothness and final surface finish requirements. Spot regrinding of only the largest deviations on a portion of the deficient 0.5 km section of the lane will not be allowed.
The Engineer may require that profilograph traces be obtained prior to any regrinding to aid in locating the deviations within a failed area. The profilograph testing will be done by the Department in accordance with GDT 78. Any necessary traffic control for profilograph testing shall be provided by the Contractor at no cost to the Department.
In addition, at the discretion of the Engineer, all ground surfaces on the
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431.06
mainline that meet the smoothness requirements may be subjected to profilograph testing in accordance with GDT 78 to isolate locations with individual bumps or depressions exceeding 5 mm outside the blanking band. Any corrective grinding necessary to eliminate these bumps or depressions shall be done at no additional cost to the Department.
Ground pavement surfaces on ramps, acceleration and deceleration lanes, and other areas not suitable for testing with the Maysmeter shall be tested for Pavement Profile Index value with the Rainhart Profilograph. Readings shall not exceed 100 mmlkm and any areas which exceed this value shall be reground to meet this value, at no additional cost to the Department. In addition, individual bumps or depressions exceeding 5 mm outside the blanking band on the profilograph trace shall be reground at no additional cost to the Department.
Transverse joints and random cracks shall be visually inspected to ensure that adjacent surfaces are in the same plane. Misalignment of the planes of the surfaces on adjacent sides of the joints or cracks which is in excess of 1.6 mm shall be ground until the surfaces are flush.
The transverse slope of pavement shall be uniform to a degree that no depressions or misalignment of slope greater than 3 mm in 3.6 m are present when tested with a straightedge placed perpendicular to the centerline. This includes, but is not limited to, any mismatch in vertical alignment between adjacent cuts which are to be held to the minimum amount possible (1.6 mm maximum). This is to be checked closely and necessary control and corrective action taken immediately as the work progresses.
In the event that one (or more) lane(s) are not to be ground, the vertical alignment of the edge at the interface between ground and unground lane(s) shall be not more than 3 mm and the Contractor shall "feather" the cut from the ground lane(s) into the unground lane(s) as necessary to meet this requirement.
Any deficiencies in the final surface finish due to improper Contractor operation and/or equipment shall be corrected by the Contractor at no expense to the Department. This includes, but is not limited to (1) "corrugation" of pavement due to "out of round" wheels on grinding equipment and improper operation of cutting head resulting in the head riding in and out of the pavement as light and heavy cuts are encountered, (2) depressions created due to improper starting and stopping during cutting operation, and (3) unground ridges left in the pavement due to defective blades in the grinding head.
The ground pavement surface is to be checked closely during grinding and necessary corrective action is to be taken as soon as any of the above deficiencies occur.
431.05 MEASUREMENT: Pavement grinding on existing pavements will be measured by the square meter. The quantity of pavement grinding will be determined by multiplying the finished ground width by the total length ground.
431.06 PAYMENT: The Contract Price per square meter for grinding concrete pavement shall be full compensation for furnishing all labor,
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432.01

materials, tools, equipment, and incidentals and for doing all work involved in grinding the existing surface, removing residue, and cleaning the pavement in accordance with these Specifications and as shown on the Plans.

Payment will be made under: Item No. 431. Grind Concrete Pavement

per Square Meter

SECTION 432-MILL ASPHALTIC CONCRETE PAVEMENT
432.01 DESCRIPTION: This Work shall consist of milling existing asphaltic concrete pavement for the purpose of restoring proper grade and/or transverse slope, removal of structurally unsound material, providing clearance for overlay in curb and gutter section or for any other purpose deemed necessary due to existing conditions. The Work shall be performed in accordance with these Specifications and Plan details.
432.02 EQUIPMENT: The milling equipment shall be a power driven, selfpropelled machine which is specifically designed to mill and remove a specified depth of existing asphalt paving. The equipment shall be of size, shape, and dimensions so as not to restrict the safe passage of traffic in areas adjacent to the Work.
The machine shall be equipped with grade and slope controls operating from a stringline or ski and be capable of removing pavement to an accuracy of 3mm.
The equipment shall be furnished with a lighting system for night work, as necessary.
Conveyors capable of side, rear or front loading shall be provided together with the necessary equipment to transfer the milled material from the roadway to a truck.
Dust control shall be such as not to restrict visibility of passing traffic or annoy adjacent property owners.
432.03 CONSTRUCTION: The Plans will designate the areas and depths to be milled including bridge decks, shoulders, and ramps, as required.
The construction operation shall be scheduled and proceed in a manner that will produce a uniform finished surface. Milling shall be accomplished so as to maintain a constant cross slope between extremities in each lane. Provisions shall be made, as shown on the Plans or as directed by the Engineer, to provide positive drainage to prevent accumulation of water on the milled pavement.
All longitudinal vertical edges produced by the removal process shall be beveled back a minimum of 75 mm for each 50 mm depth of removal, by an attached mold board or similar approved method. Transverse edges produced by the removal process at ramp areas and end of milled sections shall be provided a 3 m taper to avoid creating a traffic hazard and produce a reasonably smooth surface.
Unless otherwise specified, the reclaimed asphaltic pavement will become the property of the Contractor.
The Contractor shall establish positive means for removal of dust, residue

338

432.07
and loose milled material from the milled surface. Power brooms, vacuum sweepers, power blowers or other means may be necessary to complete this removal. the removal shall be completed prior to allowing traffic on the milled surface or the placement of asphaltic concrete on the milled surface.
432.04 FINAL SURFACE FINISH: The milling operation shall produce a pavement surface that is true to line, grade, and cross-section, and of uniform texture.
Acceptance testing of milled pavement surfaces will be conducted by the Maysmeter method in accordance with GDT 93. Evaluation of the milled pavement will be on individual Maysmeter test sections, normally 1 km in length.
The Contractor will be required to obtain Maysmeter indices not to exceed 70 mmlkm on milled pavement surfaces on Interstates or 900 mmlkm for all other on-system routes when the milled surface is to be left as final wearing surface and indices of 900 mmlkm and 1000 mmlkm respectively if the milled surface is to be overlaid. Any kilometer area on which the Maysmeter indices are exceeded shall be remilled to meet the above prescribed limits at no additional cost to the Department.
In addition, the milled pavement surface will be subject to visual and straightedge inspection. A 3 m straightedge shall be maintained in the vicinity of the milling operation at all times for the purpose of measuring surface irregularities of the milled pavement surface. The straightedge and labor for its use shall be provided by the Contractor. All irregularities in excess of 3 mm in 3 m shall be remilled at no additional cost to the Department.
The cross slope shall be uniform to a degree that no depressions or misalignment of slope greater than 6 mm in 3.6 m are present when tested with a straightedge placed perpendicular to the centerline.
432.05 STOCKPILING: When specified, the milled material shall be stockpiled at a location designated on the Plans. The materials shall be stockpiled in a uniform fashion approximately 2 m in height. The existing drainage pattern of water from the stockpile storage area shall be maintained. The reclaimed asphalt area is also to be dressed to provide adequate drainage of rainwater from this material. The method of stockpiling to prevent degradation, segregation, reconsolidation, etc., of the milled material and the specific locationCs) of the stockpiled milled materials shall be subject to approval by the Engineer.
432.06 MEASUREMENT: Milling existing asphaltic concrete pavement will be measured by the square meter as described in Sub-Section 109.01.
432.07 PAYMENT: Milling asphaltic concrete pavement, measured as defined above, will be paid for at the Contract Unit Price bid per square meter. Such payment shall be full compensation for furnishing all equipment, milling, hauling, and stockpiling of milled material as specified and for satisfactorily performing the Work.
Payment will be made under:
339

433.01
Item No. 432. Mill Asphaltic Concrete Pavement, _ _ mm Depth

per Square Meter

SECTION 433-REINFORCED
CONCRETE APPROACH SLABS

433.01 DESCRIPTION: This work shall consist of building Reinforced Concrete Approach Slabs for bridges on completed and accepted subgrades.

433.02 MATERIALS: Materials shall meet the requirements of the

following:

Concrete: Concrete shall be the same as that specified for Class A

Concrete, Section 500, Air Entrained, or Section 430.

Steel Bars for Concrete Reinforcement

853.01

433.03 CONSTRUCTION: Unless otherwise specified the approach slab shall be constructed before the adjacent roadway paving is placed.

A. FORMS: Forms may be of steel or wood and shall meet the requirements of Section 430 or Section 500.

B. CONCRETE AND REINFORCEMENT STEEL: Concrete for approach slabs shall be proportioned, mixed, placed, and cured in accordance with Section 430 or shall meet the requirements for Class A Concrete, Section 500. Reinforcement steel shall be placed in accordance with the provisions of Section 51l.

C. Approach slabs shall be finished, cured, and protected as specified in SubSections 5oo.1l.C. and 500.12.C. Riding quality of approach slabs will be tested as part of the bridge deck with the Rainhart Profilograph in accordance with procedures and requirements specified in Sub-Section 500.1l.C.

D. CURBS: When specified on the Plans, curbs of the dimensions required shall be constructed monolithic with the approach slab. The curb shall be placed, finished and cured as specified in Section 44l.

E. BARRIERS: Barriers shall be constructed and finished in accordance with Sections 500 and 621 and the Plan details. Concrete shall be Class A or better, and shall be proportioned and mixed in accordance with Section 500.

F. As soon as the Concrete has hardened sufficiently, and standing water and moisture sheen have disappeared, it shall be given a final finish, accomplished manually or mechanically in the same fashion as that required in Section 500 for bridge decks.

433.04 MEASUREMENT: The quantity to be paid for will be the number of square meters of Reinforced Concrete Approach Slabs required, complete in place and accepted. The pay area will be computed by the overall length and the overall width of the Approach Slabs as shown on the Plans, with no deductions for areas occupied by the end posts and expansion joints. Curbs,

340

434.03

barriers and reinforcing steel will not be measured for payment, but their cost shall be included in the price bid for the individual item.

433.05 PAYMENT: The area measured as provided above will be paid for at the Contract Unit Price per square meter.

Payment will be made under: Item No. 433. Reinforced Concrete Approach Slab Item No. 433. Reinforced Concrete Approach Slab Including Curb Item No. 433. Reinforced Concrete Approach Slab Including Barrier Item No. 433. Reinforced Concrete Approach Slab Including Sloped Edge

per Square Meter per Square Meter per Square Meter per Square Meter

SECTION 434-SAND ASPHALT PAVED DITCHES

434.01 DESCRIPTION: This work shall consist of paving ditches, spillways, and other similar waterways with hot sand-asphalt mixture.

434.02 MATERIALS:

A. Sand-Asphalt Ditch Paving:

1. Asphalt Cement, Viscosity Grade AC-20 or AC-30

820.01

2. Fine Aggregate Group I or II

802.01

434.03 CONSTRUCTION: Construction of all ditch paving shall be such that a continuous flow of water is maintained and so there is no ponding or standing of water caused by the ditch. All portions of the ditch paving under construction shall be protected from flowing water, the elements, and all other disturbances until the materials are fully set.

A. SAND-ASPHALT DITCH PAVING:

1. COMPOSITION OF MIXTURE: The sand-asphalt mixture shall be a uniform, homogeneous mixture of aggregate and bituminous material proportioned within the limits shown in the following Composition Table. No Job Mix Formula will be required. However, the mixture used shall be based on a design analysis indicating the requirements of the following table have been met.

2. SUBGRADE: The subgrade shall be formed at the required depth below and parallel to the finished surface of the ditch or waterway. All soft and yielding or otherwise unsuitable material shall be removed and suitable material substituted. The subgrade shall be compacted to 90% of the maximum dry density as determined by GDT 7 and finished to a smooth, firm surface. If shown on the Plans, the subgrade material shall be placed and compacted to form a subgrade of the required thickness.

341

434.04
3. FORMS: If the Plans show that forms are required, they shall be of a type satisfactory to the Engineer and shall be staked securely into position at the correct line and elevation.

COMPOSITION TABLE FOR SAND ASPHALT DITCH PAVING

SIEVE SIZE

PERCENT PASSING BY WEIGHT

12.5mm 9.5mm 4.75mm 2.36mm 300 p.m 75 p.m

100 90-100 80-100 60-100 12-70 5-20

% Asphalt Content Minimum Stability based on
50 Blow Marshall AASHTO T 245

8-15
IlION

4. PLACING THE SAND-ASPHALT MIXTURE: The mixture shall be placed on the prepared subgrade only when the subgrade is properly prepared and weather conditions are suitable. The mixture shall be placed within the temperature limits of 135-160C. The mixture shall be smoothed by raking or screeding and shall be thoroughly compacted by rolling with a hand-operated roller weighing not less than 135 kg, with a small power roller of a type satisfactory to the Engineer, or with a vibratory device satisfactory to the Engineer. Areas that cannot be reached with rollers or vibrators may be compacted with hand tampers. After compaction, the surface shall be smooth and even, and of a dense and uniform texture and shall be of the thickness and section shown on the Plans. Forms, if used, shall be removed and replaced with compacted backfill, the shoulders and slopes shaped and completed to conform to the required section.
434.04 MEASUREMENT:
A. SAND-ASPHALT DITCH PAVING: Sand-Asphalt for ditch paving will be measured in megagrams as mixed, placed and accepted. The actual weight will be determined by weighing on an approved motor truck scale, each loaded vehicle as the material is hauled to the roadway. The weight measured will include all materials.
B. INCIDENTAL ITEMS: Unless otherwise specified, incidental items such as preparation of subgrade including excavation of unsuitable material and backfill will not be measured for separate payment. Their costs shall be included in the Unit Prices Bid.

342

435.03

434.05 PAYMENT:

A. SAND-ASPHALT DITCH PAVING: Sand-Asphalt for ditch paving will be paid for at the Contract Unit Price per megagrams complete in place and accepted, which payment shall be full compensation for furnishing all materials, including the bituminous material, for all equipment, preparation of the subgrade, all hauling, stockpiling, mixing, spreading and rolling.

B. INCIDENTALS: Unless otherwise specified, no separate payment will be made for incidental items.

Payment will be made under:

Item No. 434. Sand-Asphalt Ditch Paving

Mixture

,

per Megagram

SECTION 435-RAPID SETrING CEMENT CONCRETE END DAMS AND PATCHES

435.01 DESCRIPTION: This Work shall consist of construction of bridge joint end dams and partial or full depth patches in concrete structures using rapid setting cement concrete where quick traffic return is required and where the minimum depth is to be 25 mm.

435.02 MATERIALS: Materials for construction of bridge joint end dams or concrete repair:

Rapid Setting Cement MateriaL Epoxy Adhesive, Type II Silicone Sealant Preformed Foam Joint Filler

Section 934 Section 886 Sub-Sections 442.03, 833.06 Sub-Section 833.10

435.03 CONSTRUCTION: The bridge joint end dam locations or areas to be repaired shall be indicated on the Plans or will be designated by the Engineer. Asphaltic concrete shall be removed from the area of end dams in accordance with Figure 1.

A. PREPARATION: The surface within the repair area shall be scarified using a concrete scabbIer to remove all unsound concrete and concrete laitance down to sound coarse aggregate. After the surface has been scarified, the surface shall be sandblasted free of any loose or unsound concrete, or other contaminates. The prepared area shall then be cleaned with compressed air and the bottom and vertical side walls of the area shall be completely coated with a film of Type II epoxy approximately 0.25 mm to 0.50 mm thick.

B. WEATHER LIMITATIONS: Rapid setting cement concrete must be placed within the temperature range of 4C to 38C. Epoxy bonding adhesive shall not be applied to a damp substrate.

C. MIX DESIGN: Rapid setting cement concrete mix designs shall be submitted to the Office of Materials and Research for verification and

343

435.03

SECTION 435
MAKE SAW CUT FULL DEPTH OF OVERIAY FOR VERTICAL FACE,TYP.

APPROACH SLAB
TEMPORARY JOINT FILLER (RECESS 6 mm BELOW FJNISHED GRADE.)

SEE CONTRACT PLANS FOR DIMENSION 'W'

SURFACES TO BE COATED WITH TYPE II EPOXY, TYP.
TYP. INTERM. BENT

ASPHALT OVERIAY

2m5~mT.~"l.= =!I1rr:=liiI

10mmmin.

nun RADIUS, EACH SIDE OF OPENING

13mmmin.

FIGURE NO. 1 344

435.06
approval. The maximum allowable aggregate size shall not exceed 1/. the depth of the repair.
D. GENERAL SAFETY, HANDLING, MIXING, AND FINISHING: Rapid setting cement concrete shall be handled, mixed, placed, and finished in accordance with the manufacturer's instructions. The finished rapid setting cement concrete surface shall be the same elevation and cross slope as the adjacent pavement.
E. PLACEMENT: Rapid setting cement concrete shall be deposited in the area while the epoxy is still tacky and shall be vibrated to completely fill the area of the end dam or patch. The concrete shall be finished to the proper grade and allowed to remain undisturbed until the watersheen disappears from the surface.
F. CURING: Curing of rapid setting cement concrete shall be in accordance with Sub-Section 500.12.B. Sufficient curing time will be required to develop the strength of concrete in place as required in Sub-Section 435.04 using compressive strength test procedure in Sub-Section 504.08, except that the number of test cylinders required may be reduced by the Laboratory.
G. JOINT REESTABLISHMENT: A temporary joint material conforming to Sub-Section 833.10 is to be placed in the joint in such a manner that both end dams or patches can be placed and screeded full width with the screeding apparatus bridging the temporary joint material. The joint opening is to be reestablished to match the existing joint if patching, or to match plan details if constructing an end dam. After removing the temporary joint material, the vertical faces of the joint opening shall be sandblasted to remove all loose material and to produce a coarse texture that is conducive to bonding of sealant. Immediately after sandblasting, the opening shall be sealed according to Figure 1 and Sub-Section 442.03.
435.04 COMPRESSIVE STRENGTH: Rapid setting cement concrete shall obtain a minimum compressive strength of 15 MPa before traffic will be allowed on end dams or patches.
435.05 CORRECTION OF DEFECTS: End dams or patches that are completed and found to contain cracks, disbonding from asphalt or slab, or damage due to construction or traffic prior to final acceptance, shall be removed and replaced at the Contractor's expense. Silicone joint sealant which fails or is not within the depth tolerances of Figure 1, shall also be replaced at the Contractor's expense.
435.06 MEASUREMENT: The area for payment will be the number of cubic meters of rapid setting cement concrete used in bridge joint end dams or patches completed in place and accepted.
345

435.07

435.07 PAYMENT: The joints measured as provided above will be paid for at the Contract Unit Price per cubic meter for bridge joint and end dams and per cubic meter for patches. Such payment shall be full compensation for any required sawing, removal of the asphaltic concrete material or the spalled, broken or damaged Portland Cement Concrete, cleaning the substrate by sandblasting or abrading and planing, or mixing, placing, finishing, and curing the concrete, including all equipment, tools, labor, and incidentals necessary to complete the Work, including sealing of the joints.

Payment will be made under:

Item No. 435 Rapid Setting Cement Concrete Bridge Joint

End Dams

per Cubic Meter

Item No. 435 Rapid Setting Cement Concrete Patching Portland

Cement Concrete

per Cubic Meter

SECTION 436-ASPHALTIC CONCRETE CURB

436.01 DESCRIPTION: This Work shall consist of constructing Asphaltic Concrete Curbs according to these Specifications, and in reasonably close conformity to the lines and grades shown on the Plans or established by the Engineer.-

436.02 MATERIALS: The materials shall meet the requirements of the following Specifications:

1. Asphalt Cement, Viscosity Grade AC-20

or AC-30

2. Coarse Aggregate for Asphaltic Concrete

Group I or Group II

3. Fine Aggregate for Asphaltic Concrete

Group I or Group II

4. Mineral Filler for Bituminous Mixtures

~

5. Tack Coat

a. Asphalt Cement Viscosity Grade AC-I0

AC-20 or AC-30

b. Cationic Asphalt Emulsion CRS-l, CRS-2h

or CRS-3

820.01 802.02 802.01 883.01
820.01 824.01

436.03 EQUIPMENT: The equipment used for mixing and transporting the asphaltic concrete shall meet the requirements of Section 400. The equipment used for constructing the curb shall be an approved self-propelled curbing machine. The machine shall be equipped with a hopper and a power driven screw or other device which forces the mixture thru a tube and then thru a die attached to the tube. This mold shall be designed so as to produce the desired cross-section of the curb. The machine shall be so constructed that the thrust against the asphalt mixture will eliminate objectionable surface voids as the mixture passes thru the mold. The machine shall be capable of producing a curbing that is uniform in texture, shape, and density. Hand methods may be

346

436.05
employed adjacent to structures.
436.04 COMPOSITION OF MIXTURES: Asphaltic Concrete Curb material shall be a uniform mixture of asphalt cement, aggregate and if used, mineral filler. No Job Mix Formula will be required; however, the mixture used shall be based on a design analysis indicating the requirements of the following table have been met.

COMPOSITION TABLE FOR ASPHALTIC CONCRETE CURB

SIEVE SIZE

PERCENT PASSING BY WEIGHT

12.5mm 9.5mm 4.75 mm 2.36mm 300p.m 75p.m

100 80-100 55-80 45-60 10-28 2-12

%Asphalt Cement Minimum Stability based on
50 Blow Marshall AASHTO T 245 Density, % of Calculated
Voidless Mixture

6.0-9.0 5350N 94-97

436.05 CONSTRUCTION:
A. PREPARATION OF CURB FOUNDATION: Subgrades for header type curbs shall be excavated to the required depth. All soft or otherwise unsuitable material shall be removed and replaced with suitable material. The finished subgrade shall be compacted to 90% of maximum as determined by GDT 7 and shaped to the required line, grade and crosssection. When the curb is to be placed on existing pavement the area receiving the curb shall be thoroughly cleaned of all dirt and other objectionable matter. A tack coat shall be applied at the rate directed by the Engineer, to the full width of the curb to be placed, and allowed to become tacky before placing the mixture. No sections of curb shall be placed until the adjoining spillways and other drainage outlets have been constructed.
B. MIXING OF ASPHALTIC CONCRETE: The manufacturer of asphaltic concrete shall meet the requirements of Section 400 as far as is applicable.
C. PLACING CURB MATERIAL: The best working temperature of the asphaltic mixture shall be determined in the initial stages of construction so as to achieve the best results. Curb material shall not be placed on any area where the surface temperature is below 4C.
347

436.06

When the machine used to lay the asphaltic curb does not give adequate compaction as determined by the Engineer, corrective measures shall be taken. Corrective measures may include, but shall not be limited
to adjustment of the mix; loading the machine with additional weight or other corrective measures necessary to produce adequate compaction of the finished curb.

D. TOLERANCE: A slump of 6 mm below the specified height of the curb will be permitted so long as grade line is uniform.

E. CURING AND PROTECTION: The newly laid curb shall be protected from traffic by a barricade or by other suitable methods until the asphaltic mixture has cooled to air temperature, at which time the curb shall be immediately backfilled.

436.06 MAINTENANCE: Maintenance shall consist of protecting the finished curb until final acceptance. All curb or sections of curb which are displaced, destroyed, or otherwise damaged due to negligence of the Contractor, shall be removed and replaced at no additional cost to the Department.

436.07 MEASUREMENT: Asphaltic Concrete Curb in place and accepted will be measured in linear meters along the face of the curb.
Tack Coat will be measured and paid for in accordance with Section 413.

436.08 PAYMENT: Asphaltic Concrete Curb measured for payment will be paid for at the Contract Unit Price per linear meter for each curb height, which payment shall be full compensation for furnishing all materials, including bituminous material, for preparation of the subgrade or pavement surfaces, for all necessary cleaning, hauling, mixing, placing and replacing if required, and for all maintenance necessary to complete the Item.

Payment will be made under: Item No. 436. Asphaltic Concrete Curb (mm)

per Linear Meter

SECTION 437-GRANITE CURB

437.01 DESCRIPTION: This Work shall consist offurnishing and installing Granite Curb, including excavation and backfilling. The curb will be constructed in reasonably close conformity with the lines and grades shown on the Plans or established by the Engineer.

437.02 MATERIALS: All materials shall meet the requirements of the following:

Granite Curbing

805.02

An additional requirement for Type A Curbing is that all dressed surfaces shall be free from drill marks or other artificial blemishes.

348

438.02

437.03 CONSTRUCTION:

A. FOUNDATION EXCAVATION AND PREPARATION: The bottom of the trench shall be thoroughly tamped. Any soft or yielding material shall be removed to the depth ordered by the Engineer, refilled with suitable material, and tamped in layers not more than 100 mm thick. Foundations to receive the Granite Curb shall be dry and firm before curb is placed.

B. SETTING CURB: The curb shall be set true to line and grade. Adjacent sections are to be closely fitted. The curbing shall be thoroughly rammed and mauled into place. The backfilling shall be of suitable material approved by the Engineer, and shall be placed and rammed to firm compaction in layers not over 100 mm thick, just after the curb is set. When the curb is set on a fill or when more than 150 mm of the curb is above the surrounding ground, the Contractor shall protect the curb by banking dirt behind it, level with the top of the curb and at least 450 mm wide at the top. On steep grades, or wherever there is danger of water getting into the trench, it shall be the Contractor's responsibility to divert the water. Curb shall be lowered for driveways and alleys as directed. Curb sections adjacent to lowered curb shall be cut and rounded to 45 degrees. Weep holes and drainage openings shall be provided as indicated on the Plans.

437.04 MEASUREMENT: Granite Curb will be measured for payment by the linear meter, complete in place, along the inner top exposed edge nearest the roadway centerline.
No measurement for payment will be made for foundation excavation, preparation, compaction, weep holes, or drainage openings.

437.05 PAYMENT: This item will be paid for at the Contract Unit Price per linear meter, complete in place and accepted, either linear meter, straight curb, or linear meter radial or curved curb, whichever is applicable.

Payment will be made under:

Item No. 437. Straight Granite Curb, ftllkk.l mm x (depth) mm,

Type

per Linear Meter

Item No. 437. Circular Granite Curb, (thick) mm x (depth) mm,

Type

per Linear Meter

SECTION 438-PRECAST CONCRETE HEADER CURB

438.01 DESCRIPTION: This Work shall consist offurnishing and installing Precast Concrete Header Curb in accordance with the details shown on the Plans.

438.02 MATERIALS: Concrete materials shall meet the requirements of Section 500, Class AA-l, air entrained, and the following:

Reinforcing and Tensioning Steel Dowel Bars and Tie Bars

853.01 853.08

349

438.03

The manufacture and testing shall meet the applicable requirements of Section 866.

438.03 CONSTRUCTION: The subgrade shall be excavated to the required grade and cross-sections shown on the Plans or as directed by the Engineer. The excavation shall include the removal of unsuitable material, if encountered in the subgrade, and all necessary backfill.
Precast Concrete Header Curb is intended as an alternate to Granite Curb when specified in the Plans and shall not be used in conjunction with existing or required Granite Curb unless otherwise shown on the Plans or so directed.
Precast Header Curb shall be made in tangent sections only. Curbed
portions shall be poured in place in accordance with the requirements of Section 441, except that dowels or dowel holes shall be provided in poured in place portions for tying in precast sections.
. Precast sections shall be in reasonably close conformity with the dimensions and details shown on the Plans.

438.04 MEASUREMENT: Precast Concrete Header Curb complete in place will be measured per linear meter. Excavation and backfill will not be measured separately for payment.

438.05 PAYMENT: This Item measured for payment as specified above shall include the required excavation, backfill and all incidentals to complete the Item.

Payment will be made under: Item No. 438. Precast Concrete Header Curb (Heieht) mm

per Linear Meter

SECTION 439-PORTLAND CEMENT CONCRETE PAVEMENT (SPECIAL)

439.01 DESCRIPTION: This work shall consist of constructing a pavement composed of Portland Cement Concrete, with or without reinforcement as specified, on a prepared subgrade or subbase course in accordance with these Specifications and in reasonably close conformity with the lines, grades, thicknesses, and typical cross-sections shown on the Plans or established by the Engineer.

439.02 MATERIALS: The materials to be used and the Specifications for them are as follows:

Portland Cement Portland Pozzolan Cement Water Fine Aggregate, Size No. 10 Coarse Aggregate, Class A or B Crushed
Stone or Gravel, Sizes as Specified

830.01 830.03 880.01 801.02
800.01

350

439.03

Steel Bars for Reinforcement

853.01

Steel Wire for Concrete Reinforcement..

853.06

Welded Steel Wire Fabric for

Concrete Reinforcement

853.07

Dowel Bars and Bar Coatings

853.08

Curing Agents

'"

832

Air Entraining Admixtures

831.01

Fly Ash and Slag

831.03

Joint Fillers and Sealers

833

Low Modulus Silicone Sealant for

.

Roadway Construction Joints

833.06

EpoxyAdhesive for Repairing Cracks

886.01

Chemical Admixtures

831.02

A. FLY ASH: Fly ash may be used as an additive in concrete to promote

workability and plasticity. Fly ash may be used as a partial replacement

for Portland Cement in concrete provided the following limits are met:

1. The quantity of cement replaced shall be no more than 15 percent by weight.
2. Cement shall be replaced by fly ash at the rate of 1.25 to 2.0 kg of fly ash to 1.0 kg of cement.

3. The fly ash mix shall conform to the provisions of Sub-Section 430.05.

4. Type IP cement will not be permitted in fly ash mixes.

B. GRANULATED IRON BLAST-FURNACE SLAG: When high early strengths are not desired granulated slag may be used as a partial replacement for Portland Cement in concrete provided the following limits are met:

1. The quantity of cement replaced shall be no more than 50 percent by weight provided that the 5 day forecast of the National Weather Service expected low temperature is not less than 15C. If the 5 day expected low temperature is more than 4C, the quantity of cement replaced shall be no more than 30 percent by weight. If the 5 day expected low temperature is less than 4C, partial replacement of the Portland Cement will not be permitted.

2. Cement shall be replaced by slag at the rate of 1.0 kg of slag to 1.0 kg of cement.

3. The granulated slag mix shall conform to the provisions of Sub-Section 430.05.

4. Type IP cement or fly ash will not be permitted in slag mixes.

439.03 EQUIPMENT: The Contractor shall provide all equipment and the tools necessary for performing all parts of the Work. The Engineer may limit

351

439.04
the rate of production or the size of the batch if any piece of equipment does not keep pace with the other operations, or if poor quality of work results. Ramp screeds and hand finishing tools may be used in lieu of conventional mainline paving equipment.
Scales for weighing concrete materials and water measuring devices shall be inspected and approved by the Engineer prior to use. Tolerances shall be 1.0% throughout the operating range. Admixtures shall be measured to an accuracy of 3.0%.
No concrete or shoulder paving equipment shall operate on the pavement until the concrete slab has attained an age of 14 days or a compressive strength of 15 MPa. For movement on and off the pavement, a ramp of compacted earth or other suitable material shall be constructed to prevent undue stress in the pavement slab. Equipment that exceeds legal load limits will not be allowed on the pavement.
439.04 CONSTRUCTION:
A. PREPARATION OF THE ROADBED: All roadbed preparations required by Plans and Specifications shall be completed in advance of the Concrete Pavement placement operations.
B. CONDITION OF SUBGRADE AND SUBBASE. The full width of the subgrade and subbase shall be prepared in accordance with applicable Plans and Specifications. The Contractor shall be responsible for determining that the surface immediately under the concrete pavement will not contribute to deficient pavement thicknesses or excessive yield losses. High areas shall be trimmed to the proper elevation. The subbase shall be capable of supporting paving equipment without rutting or bogging.
C. SETTING FORMS: The foundation under forms shall be compacted and true to grade so that the form, when set, will be firmly in contact for its whole length and at the specified grade. No excessive settlement or springing of forms under the finishing machine will be tolerated. Forms shall be cleaned and oiled prior to the placing of concrete.
D. PLACING CONCRETE: The concrete shall be deposited on the grade in such manner as to require as little rehandling as possible. Unless truck mixers, truck agitators, or non-agitating hauling equipment are equipped for discharge of concrete without segregation, the concrete shall be unloaded into an approved spreading device and mechanically spread on the grade. Placing shall be continuous between transverse joints without the use of intermediate bulkheads. Necessary hand spreading shall be done with shovels, not rakes. Workers will not be allowed to walk in the freshly mixed concrete with shoes coated with earth or foreign substances.
352

439.04
Concrete shall be thoroughly consolidated on both sides of all joint assemblies. Vibration shall not continue long enough to produce puddling or the accumulation of excessive grout on the surface. Any grout accumulation shall not be used in construction or expansion joints. Concrete shall be deposited near formed joints and shall not be dumped or discharged onto a joint assembly unless the concrete is centered on the joint assembly.
E. CONSOLIDATION AND FINISHING: The sequence of operations shall be continuous from placement to final finish.
1. CONSOLIDATION: Vibration shall be full width and depth of the pavement except vibrators shall not misalign load transfer devices nor contact the forms or foundation. The operating frequency shall exceed 7,000 rpm for spud vibrators, 5,000 rpm for tube vibrators, and 3,500 rpm for surface pan vibrators. Hand-held vibrators may be used. The operating frequency shall not be less than 4,500 impulses per minute. The intensity shall be sufficient to visibly affect the mass of concrete having a 25 mm slump through a radius of at least 450 mm. Uniform and satisfactory consolidation and density shall be obtained throughout the pavement or the operation shall cease until methods or equipment are furnished which will produce pavement conforming to the Specifications. A standby vibratory unit shall be immediately available for use in the event of a malfunction of the primary units.
2. FINISHING: After the concrete has been struck off and consolidated, it shall be smoothed and trued. Approved hand floats may be used for this operation. The surface within 150 mm of the pavement edge shall show no more than 6 mm deviation in 3 m when tested with a 3 m straightedge in both transverse and longitudinal directions.
The final finish shall produce a pavement surface that is true to grade and uniform in appearance and free of irregular, rough, or porous areas. The final surface finish shall be produced utilizing mechanical or hand operated equipment for grooving plastic concrete. Texturizing equipment shall utilize rectangular shaped spring steel tines. Tines shall be ofthe same size and of uniform length. The spacing between tines shall be approximately 13 mm. Width of tines shall not be less than 2 mm or greater than 3 mm.
The pavement surface shall be subject to tests for determination of texture depth. The method of test, GDT 72, shall be conducted at locations selected by the Engineer. Areas proven to have a surface texture depth of less than 0.5 mm shall be transversely saw-grooved to meet the average depth requirement of 0.9 mm or greater. Saw grooves shall be of the following approximate dimensions: width 3 mm; depth 5 mm; and spacing, 19 mm center-to-center.
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3. SMOOTHNESS
a. PROFILOGRAPH TEST AND EQUIPMENT
The contractor shall include in the Contract Unit Bid Price, all cost for furnishing and operating a Rainhart (Model 860) Profilograph for measurement of pavement profile deviations. The operator and profilograph shall be certified by the Department prior to commencement of paving operations. The evaluation of equipment and operators for certification will be conducted at the Office of Materials and Research, Forest Park, Georgia. The certification process will include a mechanical check of the profilograph functions and satisfactory completion of a written examination by the operator. Requests for certification shall be made by the Contractor in writing to the Office of materials and Research at least two weeks prior to need.
b. PROFILE REQUIREMENTS
The mainline riding surface shall produce a profile index value not exceeding 100 mmlkm on each travel lane. Tests shall be conducted in accordance with procedures outlined in GDT 78. A profile index value will be determined for each tracing, for each 0.5 km segment. Individual bumps or depressions exceeding the blanking band by more than 5 mm shall be corrected at no additional expense to the Department. If a profile index value of 100 mmlkm per lane for any segment is exceeded, the paving operation shall be suspended until corrective action, approved by the Engineer, is taken by the Contractor.
Ramps, acceleration and deceleration lanes shall be tested in accordance with GDT 78 to produce an average profile index value not to exceed 200 mm/km for the entire section length. In addition, individual bumps or depressions exceeding 5 mm from the blanking band shall be corrected at no additional expense to the Department.
Pavement profiles shall be taken 1.2 meters from and parallel to the new pavement edges for pavements greater than 4.8 m in width, and up to 7.2 m in width. Pavement 1.8 m to 4.8 m in width shall be tested parallel to and at the centerline of the pavement section. The 0.5 km record segments will begin at the first day's placement and continue until project completion except as noted herein. Pavement sections less than 200 m in length approaching a bridge will be combined with the previous 0.5 km segment for determination of profile index. Sections 200 m or greater approaching a bridge will be calculated as a separate record segment. This exception also applies to sections at project limits.
A separate profile index value will be determined in accordance with GDT 78 for the 30 m of roadway approaching each end of a
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bridge up to and including the joint with the approach slab. The profile index from the right and left wheelpaths will be averaged for each 30 m segment for each lane for each approach. The average profile index value shall not exceed 500 mmlkm.
For Projects which include Weigh-in-Motion Truck Scales, the following pavement tolerances shall apply: For the 180 m approach pavement to the weigh-in-motion scales and for 60 m of pavement beyond the scales, the Rainhart Profilograph readings shall not exceed 80 mmlkm. In addition, rolling straightedge measurements shall show no deviation in excess of2 mm in 3 m.
c. PROFILE EVALUATION
The Contractor shall perform and evaluate profiles from the first days placement before further paving continues. Upon completion and evaluation of this test run, the Engineer may require equipment adjustments if necessary to improve smoothness before paving continues.
A report form, furnished by the Engineer, shall be completed by the Contractor and attached to each days profilograph tracings. Each trace shall include the following information: Project Number; Beginning and ending station numbers; 150 m paving stations; Traffic direction; Lane number; Date paved and tested and all construction joint locations. The Contractor's certified operator shall obtain and evaluate traces to be submitted to the Engineer and provide results no later than the end of the second work day following placement.
d. CORRECTIVE ACTION
For mainline pavement, 0.5 km segments not meeting the profile index requirement shall be corrected by one of the following methods
(1) Grind the entire lane surface of the 0.5 km segment to a profile index value not exceeding 100 mmlkm utilizing equipment meeting requirements specified in Section 43l.
(2) When roughness is isolated to a small area of the segment, this area may be ground provided that no more than 15 m of full lane width grinding is required to produce a profile index value not exceeding 100 mmlkm. If more than 15 m of grinding is required, grinding of the complete 0.5 km segment shall be made in accordance with method No.1 above.
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For ramps, acceleration and deceleration lanes, sections not meeting the profile index requirement shall be corrected with equipment specified in Section 431 to a profile index not exceeding 200 mmlkm with no individual bumps exceeding 5 mm from the blanking band.
Thirty meter bridge approach sections not meeting the profile index requirement shall be corrected. Corrective work shall consist of grinding in accordance with Section 431. Bumps with a baseline qf 1.5 m or less may be corrected with a bump grinder.
All ground areas including individual bumps shall include the full lane width. Pavement segments containing corrective slab replacements shall be retested for final acceptance.
e. RETESTING
Segments not meeting the profile index criteria of this Specification shall be corrected at no additional expense to the Department and be subjected to retesting, after correction, with the Rainhart Profilograph. Profilograph testing shall be performed by the Contractor as specified.
f. VERIFICATION
The Contractor shall notify the Engineer prior to all profile testing. Verification of results will be made by the Engineer through observation of profile testing by randomly selecting a minimum of one out of every 10 consecutive record segment profiles to compute the profile index for comparison with contractor results. At the discretion of the Engineer, profilograph tests may be conducted by the Department at any time to verify Contractor results. Record segments may be tested by the Department if the Engineer determines that the Contractor's test results are inaccurate. If this occurs, the Contractor will be charged for this work at a rate of $250.00 for each trace kilometer, with a minimum charge of $500.00.
g. ACCEPTANCE
Acceptance for pavement smoothness will be made only after the Engineer determines that the Work was satisfactorily performed in accordance with these and all other applicable Specifications and that the completed pavement, including all necessary corrective work, meets the applicable profile index value requirements.
4. PROTECTION AGAINST RAIN: The concrete shall be properly protected against the effects of rain before the concrete is hardened. The Contractor shall have available at all times materials for the protection of the edges and surface of the concrete. Such protective materials shall
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consist of standard metal forms or wood planks of nominal width and length for the protection of the pavement edges, and covering material such as burlap or cotton mats, curing paper, or plastic sheeting material for the protection of the surface of the pavement. When rain appears imminent, all paving operations shall stop and all personnel shall begin placing forms against the sides of the pavement and covering the surface of the unhardened concrete with the protective covering.
F. REMOVAL OF FORMS: Unless otherwise provided, forms shall not be removed from freshly placed concrete until it has set for at least 12 hours. Forms shall be removed carefully so as to avoid damage to the pavement. After the forms have been removed, the sides of the slab shall be immediately cured in the same manner as the surface of the pavement. Major honeycombed areas will be considered as defective work and shall be removed and replaced.
G. NIGHT WORK: Adequate lighting shall be provided for all work performed at night. The concreting operation shall cease in adequate time to permit finishing and sawing during daylight hours, unless sufficient lighting is provided for satisfactory completion ofthe work.
H. JOINTS: Joints shall be of the design, configuration, and at the location shown on the Plans or as required by the Specifications.
Any Plain Concrete Pavement which has uncontrolled cracking occurring during construction may be removed and replaced at the discretion of the Engineer with no additional cost to the Department. Where random cracks are chipped out for sealing, non-rigid epoxy meeting the requirements of SubSection 886.01 shall be used on cracks not under expansion-contraction influence. Continuous cracks under movement shall be sealed with sealant meeting the requirements of Sub-Section 833.06.
When it is necessary to remove and replace a section of pavement, the pavement shall be removed and replaced for an area not less than 1.8 m in length nor less than full width of the lane involved. Sections to be removed shall be sawed to vertical face and the concrete replaced as a construction joint with dowels. Dowels to be used in the saw cut construction joint shall be deformed bars of the size specified for contraction joints on the Plans.
The drilled holes shall be thoroughly cleaned of all contaminants and the dowels of specified type and size shall then be set into the hardened concrete face of the existing pavement with a Type VIII epoxy bonding compound meeting the requirements of Section 886 of the Specifications.
Undamaged and properly positioned dowels in existing construction or contraction joints may be utilized in slab replacement areas. The protruding portion of dowels shall be coated with a thin film of heavy grease. When slab replacements are required on both sides of an existing
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construction or contraction joint, slab replacement may be continuous from saw-cut construction joint to saw-cut construction joint. Dowels of the type and size specified for contraction joints shall be provided. When epoxy coated dowels are used, a thin coat of heavy grease shall be uniformly applied to dowels prior to concrete placement. When placement is continuous across transverse contraction joint location, saw-cuts to provide planes of weakness shall be provided in accordance with requirements of this Specification and the Standard for contraction joints. All joints shall be sealed in accordance with plans.
1. LONGITUDINAL JOINTS: Longitudinal joints shall contain unpainted and uncoated deformed steel bars of the specified size and length and placed perpendicular to the joint by an approved mechanical device or rigidly secured in place by approved supports.
a. LONGITUDINAL FORMED JOINTS: Longitudinal formed joints shall be constructed by an approved device while the concrete is in a plastic state. The Contractor will employ methods and equipment that ensures that joint reinforcement is properly located and not disrupted during construction.
b. LONGITUDINAL SAWED JOINTS: Longitudinal sawed joints shall be cut with a suitable mechanical saw. Joint sawing shall commence no later than 3 days after the concrete is placed, and before any traffic or equipment is allowed on the pavement.
2. TRANSVERSE JOINTS: Transverse joints shall consist of construction joints, contraction joints, or expansion joints constructed at required locations. Transverse joints in partial width or adjoining lanes shall be constructed to abut the like joint of adjacent lanes unless otherwise specified on the Plans.
Transverse joints in Plain Portland Cement Concrete that require load transfer devices shall contain either plastic coated or epoxy coated dowels. Dowel bars shall be secured in place by approved supporting assemblies before concrete placement. Assemblies shall be capable of maintaining dowels in position with minimal movement during concrete placement. Assemblies shall be secured in position on the subbase in a manner that will hold the assembly in position without disruption throughout construction. Dowel bars shall be placed to a vertical and horizontal tolerance of 25 mm of the Plan position. Dowel bar misalignment shall not exceed 10 mm per 300 mm in the horizontal plane or in the vertical or oblique plane. Dowel assemblies that are determined to be displaced from the Plan position in excess of these tolerances shall be removed and replaced in accordance with procedures outlined herein. When epoxy coated dowels are used, the
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entire surface shall be uniformly coated with a thin film of heavy waterproof grease. Positive means of identifying dowel bar assembly locations shall be provided to ensure accurate positioning of transverse sawed joints.
a. CONSTRUCTION JOINTS: Transverse construction joints shall be constructed when there is an interruption of more than one hour in the concreting operations. Transverse construction joints shall not be constructed within 3 m of an expansion joint, contraction joint, or transverse plane of weakness. If necessary, an unanticipated construction joint shall be moved back to the last Plan joint and the excess concrete removed and disposed of as directed.
Construction joints shall be formed by securing in place a removable bulkhead or header board. The board shall conform to the full cross-section of the pavement and it shall be secured flush with the subbase and parallel to the normal transverse joints. The board shall be slotted or drilled to accommodate reinforcement as required by the Plans.
The roll of laitance and grout that usually forms in front of the paver shall not be used adjacent to transverse construction joints. Concrete adjacent to transverse construction joints shall be consolidated full width and depth with mechanical hand type spud vibrators. One auxiliary vibrator shall be available for use in the event of mechanical malfunctions.
The Contractor shall furnish work bridges, personnel, string lines, straightedges, lighting, and other equipment and tools necessary to stringlines and correct variations of the concrete surface within 9 m on either side of transverse construction joints before the final finish is applied to the concrete. The surface shall be stringlined longitudinally and surface deviations of more than 3 mm in 3 m, in any direction, shall be corrected while the concrete is in a plastic condition.
b. CONTRACTION JOINTS: Plain Portland Cement Concrete pavement shall contain planes of weakness created by cutting joints in the pavement surface. The planes of weakness shall be in accordance with the details shown on the Plans.
Transverse contraction joints shall be sawed before uncontrolled cracking occurs. Sawing shall commence as soon as the concrete has sufficiently hardened to permit sawing without surface raveling and usually starting after about 4 hours and not later than 24 hours after placement. The sawing operation shall continue both day and night
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regardless of weather conditions.
c. EXPANSION JOINTS: Transverse expansion joints shall be required at locations shown on the Plans. Expansion joints may be formed by securing a removable bulkhead in place that conforms to the full crosssection of the pavement. The bulkhead shall be sufficient to construct a vertical expansion wall without offsets, indentations, or burrs.
Expansion joint filler shall consist of materials required by the Plans. Preformed joint filler shall be furnished and installed in lengths equal to the pavement width or equal to the width of one lane. Damaged or repaired joint fillers shall not be used.
The expansion joint filler shall be positioned in the joint in a vertical position and at the proper grade. An approved installing bar, or other device, shall be used, if required, to secure expansion joint filler at the proper grade and alignment.
3. SEALING JOINTS: Joints are to be cleaned and sealed in accordance with Section 442 and the Plans. They shall be filled with joint sealing material before the pavement is opened to traffic, and as soon after completion of the curing period as feasible.
I. CURING CONCRETE: Immediately after the finishing operations have been completed and as soon as marring of the concrete will not occur, the entire surface of the concrete shall be cured in accordance with one or more of the following methods:
1. IMPERVIOUS MEMBRANE METHOD: The entire surface of the pavement shall be uniformly sprayed with white pigmented curing compound immediately after the finishing of the surface and before the concrete has set, or if the pavement is cured initially with cotton mats, burlap, or cotton fabric, it may be applied upon removal of the mats. The curing compound shall not be applied during rainfall. Curing compound shall be applied under pressure at the rate of not less than one liter per 3.5 m2 by mechanical sprayers. The spraying equipment shall be of the fully atomizing type equipped with a tank agitator. At the time of use, the compound shall be thoroughly mixed with white pigments uniformly dispersed throughout the vehicle. During application, the compound shall be stirred continuously by effective mechanical means. Hand spraying of odd widths or shapes and concrete surfaces exposed by the removal of forms will be permitted. Curing Compound shall not be applied to the inside faces of joints to be sealed. Should the membrane film become damaged from any cause
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within the required curing period, the damaged portions shall be repaired immediately with additional compound.
2. WHITE POLYETHYLENE SHEETING: The top surface and sides of the pavement shall be entirely covered with polyethylene sheeting. The units used shall be lapped at least 450 mm. The sheeting shall be placed and weighted down to remain in intimate contact with the surface covered. The sheeting as prepared for use shall have such dimension that each unit as laid will extend beyond the edges of the slab at least twice the thickness of the pavement. Unless otherwise specified, the covering shall be maintained in place for 72 hours after the concrete has been placed.
3. BURLAP, COTTON FABRIC, OR OTHER METHODS: Methods of curing with burlap, cotton fabrics, or other materials may be approved provided the method ensures that the section remains wet for the duration specified by the Engineer.
4. COLD WEATHER CURING: All concrete which is frozen before the time of initial set shall be removed and replaced at no cost to the Department. Concrete which has set but is exposed to freezing temperatures within 24 hours from the time of placement shall be protected with polyethylene or canvas in a manner that will ensure the internal temperature of the concrete is maintained above freezing for a minimum period of 24 hours after the concrete is placed. Other means of protection, such as hay, straw, or grass, and the duration of the protection, shall be approved by the Engineer.
J. OPENING TO TRAFFIC: The pavement slab shall not be opened to traffic except for joint sawing vehicles, until the concrete has attained an age of 14 days unless the Contractor can show by representative compressive tests that the slab has attained a compressive strength of 15 MPa.
The Contractor shall erect and maintain suitable barricades and employ watchmen to exclude traffic from the newly constructed pavement for the period herein prescribed. These barriers shall be so arranged as not to interfere in any way with or impede public traffic on any lane intended to be open. Necessary signs shall be maintained by the Contractor clearly indicating the lanes open to the public. When it is necessary to provide for traffic across the pavement the Contractor shall, without additional compensation, construct suitable and substantial crossings to bridge over the concrete which will be adequate for the traffic and satisfactory to the Engineer. All pavement damaged by traffic or other causes before it is finally accepted shall be repaired or replaced without additional compensation to the Contractor, in a manner satisfactory to the Engineer. The Contractor shall protect the pavement from all kinds ofvehicle traffic.
439.05 QUALITY OF CONCRETE: The typical section sheet in the Plans will specify classifications of concrete for specific uses. This Specification
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establishes minimum requirements for these classifications of concrete relative to concrete design approval, concrete mix design proportions, batching control responsibilities, and acceptance of hardened concrete based upon compressive strength development.
Portland Cement Concrete shall be produced by combining authorized proportions of approved materials in homogeneous uniform batches in accordance with construction methods specified herein. Concrete produced in a stationary central mix plant shall be mixed for a minimum of 60 seconds after all materials have entered the drum. Mix time may be reduced if the Contractor can show through representative test that concrete meets requirements of ASTM C 94, Requirements For Uniformity, but in no case shall the mix time be less than 50 seconds.

Transit mixed concrete shall meet the requirements of Sub-Section 500.05 of the Standard Specifications.

A COMPOSITION OF CONCRETE: The Contractor shall submit for approval, a concrete design that has been prepared by a qualified testing laboratory.

As an alternate, concrete mix proportions with commonly used materials may be submitted for approval without preparation by a laboratory. In this event, the Office of Materials and Research may approve proportions based upon past performance record of the particular combination of materials. Design shall be transmitted to the Engineer for approval by the Office of Materials and Research a minimum of 35 days prior to proposed use. The concrete mix design shall conform to the following requirements:

1. COARSE AGGREGATE: Coarse Aggregate for Plain Portland Cement Concrete pavement may be either size No. 467, 67, or 57. Coarse Aggregate for Continuous Reinforced Concrete Pavement shall be either size No. 67 or 57. Size No. 467 or 456 shall be separated in individual stockpiles of size No.4 and size No. 67 and blended in accordance with approved mix proportions.

2. FINE AGGREGATE: Fine Aggregate shall meet requirements for size No. 10. Aggregate from different sources shall be stored in separate stockpiles. When two sizes or sources of fine aggregate are used to produce the proper gradation, blending shall be in accordance with approved design proportions.

3. MIX DESIGN CRITERIA: Concrete mix designs shall be proportioned based upon the following requirements:

Class No. 3 ClassHES

Minimum Cement Maximum Design Air

Per Cubic Meter Water-Cement Content

Concrete (kg) Ratio (kglkg) Range (%)

335

0.53

4.0 to 5.5

390

0.47

4.0 to 5.5

Min. Compressive Strength at 28
Days (MPa) 20 25

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4. COMPRESSIVE STRENGTH: The demonstrated laboratory compressive strength at 28 days shall be a minimum of 30 MPa for Class No.3 Concrete and the minimum laboratory compressive strength for Class RES Concrete shall be 20 MPa at 72 hours.
Compressive strength evaluation for design acceptance will be based upon test results of at least six cylinders prepared and tested in accordance with AASHTO T 126 and T 22
B. FIELD ADJUSTMENTS ON CONCRETE MIXES: The Contractor shall be responsible for making all determinations of aggregate surface moisture and applying free moisture corrections to the approved mix design. The Engineer will verify that such corrections are made properly.

The Contractor may adjust the approved proportions of the fine and coarse aggregate and water as desired provided:

1. The cement factor is not decreased.

2 The water-cement ratio is not increased.

3. Adjustments produce concrete proportions in accordance with this Specification.

4. Proper notification is given the Engineer prior to use.

C. CONCRETE MIX TOLERANCES: Variations in consistency and air content of concrete must be within the following limits:

1. CONSISTENCY: Slump of concrete shall be determined immediately prior to placement by GDT 27. Concrete for Portland Cement Concrete pavement shall not be accepted which has a slump value greater than
90mm.

2. AIR CONTENT: The air content of the concrete will be determined immediately prior to placement by the applicable method of test GDT 26, GDT 28, or GDT 32. No concrete shall be accepted which has an air content beyond the following limits:

Lower acceptance limit: Upper acceptance limit:

3.0% 6.5%

D. ACCEPTANCE OF CONCRETE STRENGTH:

1. CLASS 3: Portland Cement Concrete pavement shall be accepted with regard to concrete strength based upon compressive strength development at 28 days. The minimum acceptable compressive strength value shall be 20 MPa.

Specimens for field acceptance shall be fabricated and cured in accordance with AASHTO T 23. At the completion of specified curing, cylinders will be tested in accordance with AASHTO T 22. The test frequency shall be as outlined in the Department's Sampling and Testing Manual.

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2. CLASS HES: High Early Strength Pavement may be accepted with regard to concrete strength based upon compressive strength development at 72 hours. The minimum acceptable compressive strength value shall be 20 MPa (72 hours). When concrete is determined potentially defective on the basis of 72 hour strength test and the concrete is retained for subsequent judgment of acceptability, acceptance will be based upon results of tests conducted at 28 days. In this event, the minimum acceptance strength value shall be 25 MPa (28 days). Specimens fabricated for strength determination at 72 hours will be cured for 72 hours under conditions similar to those under which the pavement is cured. Specimens fabricated for evaluation at 28 days shall be cured in accordance with AASHTO T 23. All specimens shall be tested in accordance with AASHTO T 22. The test frequency shall be as established in the Department's Sampling and Testing Manual.

E. DEPTH MEASUREMENT: Areas of the pavement will be subjected to depth measurements to ensure Plan and Specification compliance. Areas to be examined will be designated by the Engineer. Areas that are deficient in excess of 6 mm may be removed and replaced or a reduction in payment may be established by the Engineer. Disposition of slab depth deficiencies shall be as directed by the Engineer.

439.06 MEASUREMENT: Portland Cement Concrete Pavement (Special) complete, in-place and accepted, will be measured by the square meter.
439.07 PAYMENT: The Contract Unit Price per square meter of Concrete Pavement will be the basis for payment of all Concrete Pavement that is completed and accepted. Such payment shall be full compensation for furnishing and placing all materials, including reinforcements, dowels, and joint materials, supplies, and incidentals necessary to complete the work..

Payment will be made under:

Item No. 439. Item No. 439. Item No. 439. Item No. 439.

Plain Portland Cement concrete Pavement, Class No.3,

Concrete _ _ mm Thick

per Square Meter

Plain Portland Cement Concrete Pavement, Class HES,

Concrete __ mm Thick

per Square Meter

Continuously Reinforced Concrete Pavement, Class No.3

Concrete __ mm Thick

per Square Meter

Continuously Reinforced Concrete Pavement, Class HES

Concrete _ _ mm Thick

per Square Meter

SECTION 44o-PLAIN PORTLAND CEMENT CONCRETE SHOULDERS
440.01 DESCRIPTION: The Work shall consist of constructing Plain Portland Cement Concrete Shoulders on a prepared subgrade or subbase in accordance with these Specifications and in reasonably close conformity with lines, grades, thicknesses, and typical cross-sections shown on the Plans or established by the Engineer.

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440.02 MATERIALS: Materials shall conform to requirements established in Sub-Section 430.02 for Portland Cement Concrete Pavement, or, if Graded Aggregate is used, it will conform to Sub-Section 815.01 with the exception that gradation requirements are modified to require 30 to 45 percent by weight passing the 2.00 mm sieve.
440.03 EQUIPMENT: Equipment shall meet requirements established in Sub-Section 430.03.
440.04 CONSTRUCTION: All roadbed preparations required by the Plans and Specifications shall be completed in advance of concrete shoulder placement operations. The Contractor shall be responsible for assuring that the foundation immediately under the concrete shoulder will not contribute to deficient shoulder thicknesses or excessive yield losses. The Contractor shall also employ methods or techniques that assure that the areas that support the paving equipment do not contribute to inadequate thicknesses of shoulders or pavement.
A. PLACING CONCRETE: The concrete shall be deposited on the grade in such manner as to require as litt1erehandling as possible. Unless truck mixers, truck agitators, or non-agitating hauling equipment are equipped for discharge of concrete without segregation, the concrete shall be unloaded into an approved spreading device and mechanically spread on the grade. Placing shall be continuous between transverse joints without the use ofintermediate bulkheads. Necessary hand spreading shall be done with shovels. No one shall be allowed to walk in the freshly mixed concrete with shoes coated with detrimental substances. Concrete shall be thoroughly consolidated against and along the faces of all forms and along the full length and on both sides of all joint assemblies. Vibration shall not continue long enough to produce puddling or the accumulation of excessive grout on the surface. Any grout which accumulates ahead of the paver shall not be used in construction or expansion joints. Concrete shall be deposited near formed joints and shall not be dumped or discharged onto a joint assembly unless the concrete is centered on the joint assembly.
B. PLACEMENT OF REINFORCEMENT: Reinforcement shall be located in accordance with details shown on the Plans. Lane tie bars shall not be inserted into unsupported sides of fresh concrete. The method of reinforcement placement shall not disrupt or damage the concrete.
C. CONSOLIDATION: Vibration shall be full width and depth ofthe shoulder except that the vibrators shall not contact the foundation, load transfer devices, side forms, or joints. If uniform consolidation and satisfactory density are not achieved by the vibratory method, the Contractor shall cease the operation until methods or equipment are furnished which will produce pavement conforming to the Specifications.
D. FINISHING: The concrete shall be smoothed and trued to the proper crosssection with either hand or mechanical floats. The surface shall be free of observable departures from the required cross-section and contain no
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irregular, rough, or porous areas. The finishing shall be sufficient to assure that the surfaces at the joint between the roadway and shoulder are flush.
E. SURFACE TEXTURE: The surface shall be finished to provide a uniform texture in all areas except at locations of rumble strips. The surface finish may be produced by mechanical equipment for grooving plastic concrete, by brooming or by burlap drag.
F. RUMBLE STRIPS: Rumble strips shall be formed in the surface of the shoulder in accordance with details shown on the Plans.
G. CLEAN-UP: Immediately after the finishing operation has been completed, the Contractor will remove loose material and clean the grout from the surface of adjacent lanes.
H. JOINTS: The Plans will designate the details of each kind of joint, the type of filler, and the type of sealer to be used. Joints shall be constructed in accordance with applicable provisions of Sub-Section 430.04.1, Joints; Section 442, Joint Fillers and Sealers; and the following:
1. TRANSVERSE CONTRACTION JOINTS: Transverse contraction joints shall be sawed in the shoulder to abut like joints in the roadway or as shown on the plans.
2. LONGITUDINAL JOINTS: The longitudinal joint adjacent to the adjoining lane shall contain reinforcement placed at locations shown on the Plans. The reinforcement may be secured in place with approved supporting assemblies, inserted in supported sides of fresh concrete, or inserted by mechanical equipment during concrete placement.
3. CONSTRUCTION JOINTS: Transverse construction joints shall be formed when there is an interruption of more than one hour in the concreting operations. The joint shall be constructed in accordance with Sub-Section 430.04.I.2.(a) except that stringline requirements are changed to 6 mm maximum deviation in 4.5 m.
I. CURING: Curing of concrete shall be in accordance with requirements of Sub-Section 430.04.J.
440.05 OPENING TO TRAFFIC: Shoulders shall not be used as a haul road for either loaded or unloaded vehicles unless the Contractor conducts compressive strength tests that show the concrete has developed at least 14 MPa and is at least 7 days old. The Contractor shall construct earth ramps to facilitate movement across the shoulder and place adequate barricades to prevent traffic encroachment. Joints shall be sealed before vehicles or equipment are permitted on the shoulder.
440.06 QUALITY OF CONCRETE: Portland Cement Concrete Shoulders, utilizing Class SP concrete shall be produced by combining authorized proportions of approved materials in homogenous uniform batches in accordance with construction methods specified herein. Concrete produced in a stationary central mix plant shall be mixed for a minimum of 60 seconds after
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all materials have entered the drum. Mix time may be reduced if the Contractor can show through representative test that concrete meets requirements of ASTM C 94, Requirements for Uniformity, but in no case shall the mix time be less than 50 seconds. Transit mixed concrete shall meet the requirement of Sub-Section 500.05 of the Standard Specifications.
A. COMPOSITION OF CLASS SP CONCRETE: The Contractor will submit for approval a concrete mix design that has been prepared by a qualified testing laboratory. The design will be transmitted to the Engineer for approval by the Office of Materials and Research. The concrete mix design shall conform to the following requirements:
1. AGGREGATES: Graded Aggregate that meets requirements of SubSection 815.01 as modified in Sub-Section 440.02 may be used in concrete for the construction of concrete shoulders provided the shoulders are not constructed in continuity with travel lanes. Graded aggregate may be used as the coarse and fine aggregate portions of the concrete mix. Aggregates may be manufactured to meet the required gradation at the quarry or may be blended at the plant site to produce the desired results. The Contractor shall establish positive means of assuring that the gradation of the aggregate is uniform when the mixer is charged. Shoulders constructed in continuity with travel lanes shall utilize concrete aggregate as specified in Sub-Section 430.05.A.1. and SubSection 430.05.A.2.
2. MIX DESIGN CRITERIA: Class SP concrete mix designs shall be proportioned based upon the following requirements:

Minimum Cement Content Per Cubic Meter Concrete (kg)

Maximum Water-Cement Ratio (kg/kg)

Design Air Content Range (%)

Class SP Concrete

250

0.75

5.0 to 7.0

FLY ASH: Fly ash may be used as an additive in concrete to promote workability and plasticity. Fly ash may be used as a partial replacement for Portland Cement in concrete provided the following limits are met:
a. The quantity of cement replaced shall be no more than 15 percent by weight.
b. Cement shall be replaced by fly ash at the rate of 1.25 to 2.0 kg of fly ash to 1.0 kg of cement.
c. Type IP cement will not be permitted in fly ash mixes.
Water-cement ratio shall be calculated based on the total cementitious material in the mix including fly ash.
Portland Cement Concrete Shoulders shall be constructed with

367

440.06
concrete of the same class as that required of the adjacent sections when constructed in continuity with travel lanes, ramps, acceleration lanes, deceleration lanes, or other such sections.
The Contractor shall produce evidence that the proportions have the potential for strength development at 28 days as required in SubSection 440.06.B.
B. APPROVAL OF MIX DESIGN PROPORTIONS: The Office of Materials and Research will be responsible for approval of mix designs. Concrete mix designs will be verified for compressive strength development in accordance with AASHTO T 126 and T 22. Approval of proposed combination of materials and mix design shall be based on the use of approved materials, compliance with Sub-Section 440.06.A and the following:
1. FLEXURAL STRENGTH. The demonstrated laboratory flexural design strength at 28 days as determined by at least five (5) normally cured flexural specimens prepared and tested in accordance with AASHTO T 126 and T 97 shall be within the following Design Acceptance Range (DAR).
Class SP Concrete DAR =2.8 MPa .67s
where s = standard deviation of all 28 day flexural specimens
for a given combination of materials and mix proportions prepared together, except that a value of s greater than 255 kPa shall not be used for calculation of DAR.
At the Contractor's option, a mixture may be used which exceeds the upper limit of the DAR.
2. COMPRESSIVE STRENGTH. The demonstrated laboratory compressive strength at 28 days for Class SP concrete as determined by six (6) cylinders prepared and tested in accordance with AASHTO T 126 and T 22 shall exceed the following minimum Laboratory Performance Value (LPV).
Class SP Concrete LPV =13.8 MPa + .18R where: R =the difference between the largest observed value
and the smallest observed value for all compressive strength specimens at 28 days for a given combination of materials and mix proportions prepared together.
C. FIELD ADJUSTMENTS ON CONCRETE MIXES: The Contractor shall be responsible for making all determinations of aggregate surface moisture and applying free moisture corrections to the approved mix design. The Engineer will verify that such corrections are properly made. The Contractor may adjust the approved proportions of the fine and coarse aggregate and water as desired provided:
1. The cement factor is not decreased.
368

440.06
2. The water-cement ratio is not increased.
3. Adjustments produce concrete proportions in accordance with this Specification.
4. The Engineer is notified prior to making adjustments.
D. CONCRETE MIX TOLERANCES: Variations in consistency and air content of concrete must be within the following limits:
1. CONSISTENCY: Slump of concrete shall be determined immediately prior to placement by GDT 27. Concrete for Portland Cement Concrete Shoulders shall not be accepted which has a slump value greater than 75mm.
2. AIR CONTENT: The air content of the concrete will be determined immediately prior to placement by the applicable method of tests GDT 26, GDT 28, or GDT 32 in accordance with the requirements of the Sampling, Testing, and Inspection Manual covering Section 430. No concrete shall be accepted which has an air content beyond the following limits: Lower acceptance limit: 3.0 percent Upper acceptance limit: 7.5 percent
E. ACCEPTANCE OF CONCRETE STRENGTH: Portland Cement Concrete Shoulder shall be accepted with regard to concrete strength based upon compressive strength development at 28 days age. The shoulder will be subdivided into separate Lots consisting of approximately 5850 m2 of concrete shoulder placed continuously except for overnight or other minimal discontinuation. Three production units will be randomly selected from each Lot for strength determination tests. One set of cylinders shall be cast for each production unit selected for acceptance testing. A set consists of two (150 x 300 mm) cylinders cured in accordance with AASHTO T 23. The test will be the average strength of the two cylinders tested in accordance with AASHTO T 22. Acceptance of the Lot strength will be determined in accordance with the limits set forth in Table 440.06.E. If the average strength, based on the three acceptance tests of the Lot, does not meet the Lower Acceptance Limit shown under the 1.00 pay factor: the Contractor may elect to leave the Lot in place at a reduced unit price determined in accordance with Table 440.06.E. If the average strength of the Lot fails to attain the lower acceptance limit shown for a 0.70 pay factor, the Engineer may order the removal of any or all of the concrete in the Lot.
TABLE 440.06.E.
PAY FACTOR SCHEDULE FOR STRENGTH DETERMINATIONS AT 28 DAYS
Acceptance Limits for Pay Factor Levels Of
369

440.07

1.00

0.95

0.70

LAL*

LAL

LAL

Class SP Concrete

13.8 + 0.18 R

* Lower Acceptance Limit

13.8 - 0.07 R

13.8 - 0.30 R

The pay factor for paving concrete which is allowed to remain in place when it is determined to be outside the 0.70 pay factor limits for compressive strength will be 0.50.

440.07 TOLERANCES IN THICKNESS: Thickness shall be determined by measurement of the depth of the fresh concrete at the shoulder edges at intervals not to exceed 150 m of shoulder length. Areas determined to be deficient in thickness by more than 25 mm shall be evaluated by the Engineer and, if removal is recommended, the shoulder pavement shall be removed and replaced in full cross-section to plan requirements. Ifremoval and replacement are not required, then payment to the Contractor shall be made at 50% of the Contract Unit Price. Areas deficient by more than 13 mm through 25 mm shall be paid for at 70% of the Contract Price per square meter.
440.08 MEASUREMENT: The Work to be paid for under this Item will be the number of square meters of Portland Cement Concrete Shoulders completed and accepted as measured in place. The width for measurement will be the width of shoulder as shown on the Plan typical cross-section. The length measured along the surface at the inside edge of the paved shoulder shall be used in the computations for payment.

440.09 PAYMENT:
A. PRICE ADJUSTMENTS: The Contract Unit Price per square meter of Concrete Shoulder will be adjusted for all Concrete Shoulder which is accepted that has a deficiency of either thickness or compressive strength at 28 days. Should any section of shoulder be deficient both in thickness and in compressive strength, the Contract Unit Price will be adjusted by the total reduction resulting from the application of the two individual percentages shown in Table 440.06.E. and Sub-Section 440.07. For combined deficiencies of 50% or more, the Engineer may exercise the option of leaving the shoulder in place or requiring removal. Should the Engineer order the Shoulder pavement removed, there will be no payment for either the original pavement or its removal. Pavement satisfactorily replaced will be paid for at the appropriate Unit Price.

B. PAYMENT: The Work will be paid for at the Contract Unit Price per square meter. Such payment will be full compensation for all materials including reinforcement, equipment, labor, mixing, hauling, handling, placing and incidentals necessary to complete the Work.

Payment will be made under:

Item No. 440. Plain Portland Cement Concrete Shoulders

Type _ _

per Square Meter

370

441.03

SECTION 441-MISCELIANEODS CONCRETE

441.01 DESCRIPl'ION: This Work shall consist of placing Portland Cement Concrete as slope paving on end rolls, cut slopes, paved ditches, spillways, and ditch slopes; in median pavement; as sidewalks; in concrete curbs, gutters, curb and gutters and valley gutters; non-reinforced headwalls; velocity dissipators, concrete slope drains of the type specified; concrete spillways and at other locations where designated on the Plans or as directed. It includes all subgrade preparations including fine grading and backfilling; the forming, furnishing, placing and finishing of concrete; constructing weep holes and furnishing and placing the coarse aggregate therefor; as well as furnishing and placing preformed joint fillers as indicated on the Plans, driveway Concrete as shown on Plans. Nominal 100 mm or 150 mm thick as specified or to match existing pavement.

441.02 MATERIAL: Concrete shall conform to the minimum requirements for Class "B," as specified in Section 500, except that one-bag mixer may be used. The requirements of Sub-Section 500.14 are deleted. Miscellaneous Concrete shall be placed only when the air temperature is 4C and rising. Concrete shall be protected from freezing for the first 24 hours. Hand finishing will be allowed.

Other materials and their Specifications reference are as follows:

Steel Bars for Concrete Reinforcement Membrane Curing Compound, Type 2 Dowel and Tie Bars and Reinforcing Steel Joint Fillers and Sealers Welded Steel Wire for Concrete Reinforcement

853.01 832.03 853 833 853.07

441.03 CONSTRUCTION:

A. EXTENT AND THICKNESS OF PAVEMENT: Areas to be paved together with their dimensions shall be as indicated on the Plans. Thicknesses shall be subject to a minus tolerance of 13 mm. Overlay pours will not be permitted. .

B. PREPARATION OF SUBGRADE: The subgrade for Miscellaneous Concrete shall be finished to line and grade as indicated on the Plans and compacted to the same degree as the portion of the roadway on which it is placed. For Contracts involving both Roadway and Bridge Contractors, the grading for the slope paving shall be completed by the Roadway Contractor. Final grading, compacting, dressing, placing and maintaining until structures are completed shall be the responsibility of the Bridge Contractor. Responsibility for each portion of the work shall be as noted on the Plans. Subgrade shall be compacted in accordance with Section 209. Where paving is to be placed on front slopes of ditches and shoulders, any special materials required shall be placed during the appropriate roadway construction.

371

441.03
Excavation for toe walls, edge walls, weep hole drain pockets, placing of coarse aggregate in weep hole drain pockets, and all grading, finishing and compacting of the subgrade surface shall be accomplished prior to placing concrete. Mechanical tamps may be required in order to secure satisfactory compaction.
Excavation for velocity dissipators, spillways, and slope drains shall not be carried below the foundation elevation nor wider than necessary to provide working space or to remove soft unsuitable material and backfill with selected material. Where spillways are to be fitted to concrete pavement, the specified dowel bars shall be set into the pavement when it is laid. Metal parting strips may be used to hold the ends of dowels bent into the grooves.
C. FORMS: Forms may be of nominal dimension wood or metal and will be subject to approval by the Engineer. All forms shall be straight and oiled prior to each use. Divider plates and templates shall be of metal. Items which lend themselves to the slip form method of placement may be so constructed. The Engineer, however, reserves the right to require the use of fixed forms in the event the slip form method fails to produce a product which conforms to the requirements for quality, shape, grade or alignment.
D. WEEP HOLES: Weep hole drain pockets filled with coarse aggregate together with weep hole drain pipe or formed openings shall be provided in accordance with Plan detail.
E. CONCRETE:
1. MIXING: The mixing of Class "B" concrete shall be as specified in Section 500 except as follows:
a. Small capacity job-site batchers and one bag mixers may be used. The rate of concrete placement established in Sub-Section 500.06.B. will be waived for miscellaneous concrete.
b. Concrete ingredients may be proportioned volumetrically provided the equipment, calibration and operation of the equipment has been approved by the Engineer and the operator is certified by the Office of Materials and Research.
2. PLACING AND FINISHING: Concrete shall not be placed on a muddy or frozen surface. It shall be deposited within forms or against other pavements on a compacted and wetted subgrade to the depth required to produce the specified thickness. Except for headwalls, vibration will not be required. The concrete shall be struck off to a plane surface and finished with a Type IV or Type V finish as defined in Sub-Section 500.13 and the following:
a. CONCRETE SLOPE PAVING: Shall be given a final finish with a stiffbroom. With the Engineer's approval, concrete may be mechanically conveyed to the forms.
372

441.03
b. CONCRETE SIDEWALKS: Shall be given a Type V finish, except for the final finish, when so indicated on the Plans, shall be made by stiffbristle brooming. The surface shall be tested with a 3 m straightedge laid parallel to the centerline. Any irregularities in excess of 6 mm in 3 m shall be eliminated while the concrete is still plastic. Concrete sidewalk constructed as curb cut (wheelchair) ramps shall have a rough or textured finish.
c. CONCRETE PAVED DITCHES: The surface of the bottom and sides of Paved Ditches shall be uniform in appearance and true to grade and cross-section. On straight-grade tangents there shall be no deviation of more than 25 mm in 3 m when tested with a 3 m straightedge. The 25 mm in 3 m tolerance will not be permissible if it reduces the thickness of the ditch paving, ponds water, or alters the direction offlow.
Finish for Ditch Paving may be accomplished by floating with wood or metal floats sufficiently to bring mortar to the surface in the amount necessary to cover the coarse aggregate.
Reinforcing if required, shall conform to Plan details.
d. CONCRETE CURBS, GUTTERS AND MEDIAN: Shall be finished in accordance with Sub-Section 441.03.E.2.C. Face forms shall be removed as soon as possible and the exposed surfaces finished with a wood float. Straightedging, done along the edge of the gutter and top of curb and median shall conform to those requirements for the adjacent pavement, but with no irregularities to exceed 6 mm in 3 m.
Machine Methods of placing may be used providing the end result is satisfactory.
3. JOINTS:
a. SLOPE PAVING: Placing may be done in either horizontal or vertical courses, but not a mixture of both. Horizontal courses shall be approximately level, and not less than 900 mm nor more than 1.8 m in width measured along the slope. Trapezoidal courses at the top and bottom will be permitted to accommodate sloping berm and ditch line conditions. At construction joints between courses, the paving shall be edged with a tool having 6 mm radius.
Vertical contraction or construction joints spaced along the horizontal course and at right angles to the horizontal construction joints shall be provided at approximately 12 m intervals, in line and not staggered. No other vertical lines will be required in horizontal courses. When vertical contraction joints are used, they shall be cut with a suitable tool lis the depth of the paving during the finishing operation and shall be edged the same as construction joints.
Vertical courses shall be approximately equal, and course widths shall not be less than 1 m nor more than 1.5 m measured across the plane of the slope. The width should preferably be 1.2 m. No horizontal lines will be required in vertical courses.
373

441.03
Slope paving shall be separated from masonry of structures, sidewalks, curbs and rigid type roadway pavements of preformed joint filler having a thickness of 13 mm.
b. CONCRETE PAVED DITCHES:
(1) Contraction Joints shall be spaced at 9 m intervals.
(2) Expansion joints shall be placed only where the Paved Ditch joins the roadway pavement or some other structure.
(3) Joint Sealers will not be required for either expansion or contraction joints.
c. CONCRETE SIDEWALK: Transverse contraction joints shall be formed with a tool designed to form a groove one-third the depth of the sidewalk at intervals as indicated on the Plans. Where sidewalks abut curb and gutter, alternate joints shall coincide. All edges shall be rounded with a 6 mm edger. Expansion joints shall be of the materials, dimensions, and at locations specified on the Plans.
d. CONCRETE CURBS, GUTTERS and MEDIANS:
(1) CONTRACTION JOINTS: Adjacent to concrete paving, the spacing ofjoints in curb and gutters and medians shall be arranged to coincide with the joint spacing in paving. Joints may be formed by metal divider plates or sawed as provided in Section 430. The depth of the joint shall be not less than 1/5nor more than 1f4 the depth of the concrete. With the exception of sawed joints, all joints shall be finished with a 6 mm edging tool. For curbs, gutters and medians adjacent to pavement other than concrete, contraction joints shall be as follows:
(a) FOR HEADER CURB AND COMBINATION CURB AND GUTTER: Install a contraction joint at a maximum spacing of 6 m.
(b) FOR GUTTER MEDIAN: Install a contraction joint at a maximum spacing of 6 m.
(2) EXPANSION JOINTS: Expansion joints shall be formed in accordance with Plan details or as directed. They shall coincide with the expansion joints in the adjoining pavement or gutter. All joint fillers shall be cut to the same cross-section as the construction. Any material protruding after the concrete is finished shall be trimmed flush.
When these items are not adjacent to concrete construction, expansion joints shall be provided at a minimum interval of 150 m.
4. CURING: Any method of curing specified in Sub-Section 430.04.Jwill be satisfactory. Membrane curing compound, if used, shall be Type 2. Honeycombed areas shall be packed as soon as forms are removed.
F. BACKFILLING: The areas shall be satisfactorily backfilled as soon as possible without damaging the work.
374

441.04

G. CLEAN-UP: When all concrete work has been completed, the surfaces shall be cleaned and brought to a uniform appearance. The Work shall be protected from staining or other damage until final acceptance.
441.04 MEASUREMENT:
A. CONCRETE SLOPE PAVING: Will be measured for payment in square meters of accepted surface area of paving of the specified thickness. Concrete in toe or edge walls, excavation, backfill, weep holes and aggregates therefor will not be measured for separate payment.

B. CONCRETE SIDEWALKS: Will be measured in square meters of the specified thickness, complete in place and accepted. The length will be the actual measured length along the surface. The width shall be Plan width or as directed. Excavation and backfill will not be measured separately for payment.

C. CONCRETE PAVED DITCHES: The area measured for payment will be

the number of square meters of exposed surface area, exclusive of top

edges, of the specified thickness, acceptably placed in accordance with

Plans or as directed. Reinforcing steel, excavation, preparation of subgrade

including Type I backfill, forms and concrete in toe or edge walls will not

be measured separately for payment.

Type II backfill, when required, will be paid in accordance with Section

207.

.

D. CONCRETE CURBS, GUTTER, MEDIAN AND PAVEMENT AND COMBINATION CURB AND GUTTER: the method of measurement of the various Items complete in place and accepted will be as follows: Concrete Curb and Gutter; Concrete Curb; and Concrete Header Curb will be measured by the linear meter along the face of the curb. Concrete Gutter, Concrete Valley Gutter, Concrete Valley Gutter with Curb, Concrete Median Pavement and Concrete Gutter with Raised Edge will be measured by the square meter or by the linear meter, whichever is specified. The length used in computing the square meters or linear meter will be measured along the center line of the gutter and the width will be the total width of the gutter including curb or raised edge. Concrete Doweled Integral Curb shall include dowels.

E. CONCRETE HEADWALLS: Headwalls will be measured for payment in accordance with Sub-Section 500.18.B.1. except Filler Concrete, where required, will be paid for at 60% of the Contract Unit Price for Class "B" Concrete.

F. Concrete Spillways, regardless of the type specified, will be actual number

poured complete and accepted.

.

G. Concrete Slope Drains will be measured in square meters, surface measure, complete and accepted.
H. Velocity Dissipators will be measured in square meters, surface measure, complete and accepted.

375

441.05

I. CONCRETE DRIVEWAYS: Driveway pavement will be surface measured from the edge of paving or back of curb to the point where old and new concrete join. Width will be the average width constructed.

441.05 PAYMENT: These Items measured as specified above, will be paid for at the Contract Unit Price per square meter, per linear meter or per cubic meter.

Payment will be made under: A. SLOPE PAVING:

Item No. 441. Concrete Slope Paving

CthiW mm

per Square Meter

B. SIDEWALKS:

Item No. 441. Concrete Sidewalk

(thick) mm

per Square Meter

C. CONCRETE DITCHES:

Item No. 441. Plain Concrete Ditch Paving

CthiW mm

per Square Meter

Item No. 441. Reinforced Concrete Ditch Paving (tb.icli2 mm

Including Reinforcing steel

per Square Meter

D. CURBS, GUTTERS, COMBINATION CURB AND GUTTER, HEADERS

AND MEDIANS:

Item No. 441. Concrete Curb and Gutter,.etb.iill mm x
(ID..dth2 mm Type _ _
Item No. 441. Concrete Header Curb, (hei~ht) mm,
Type_ _

per Linear Meter per Linear Meter

Item No. 441. Concrete Valley Gutter, (thick) mm (thick) mm Item No. 441. Concrete Valley Gutter with Curb,
.ethiW mm
Item No. 441. Concrete Gutter with Raised Edge, (thick) mm Item No. 441. Concrete Median, (thick)

per Square Meter per Square Meter per Square Meter

mm

per Square Meter

Item No. 441. Concrete Median, Corrugated

(thick) mm

per Square Meter

Item No. 441. Concrete Doweled Integral Curb, Type _ _

Including Dowels

per Linear Meter

E. SPILLWAYS, DRAINS AND VELOCITY DISSIPATORS:

Item No. 441. Concrete Spillway Type_ _

per Each

Item No. 441. Concrete Slope Drain

per Square Meter

Item No. 441. Velocity Dissipators

per Square Meter

F. HEADWALLS

Item No. 441. Concrete Headwalls G. DRIVEWAY CONCRETE:
Item No. 441. Driveway Concrete _ _

per Cubic Meter

mm thick __

per Square Meter

376

442.03

SECTION 442-8EALING ROADWAY AND BRIDGE JOINTS

442.01 DESCRIPTION: This Work shall consist of cleaning the joints and the installation of silicone sealant in the roadway and bridge joints specified on the Plans. The Plans will designate the type of joint (transverse or longitudinal), location of joint (mainline, shoulders, ramps, acceleration/deceleration lanes) and type ofjoint (roadway, bridge) to be sealed and which type silicone to use (Type A, B, or C). Resealing Roadway and Bridge Joints and Cracks shall be done in accordance with Section 461. Any cracks that develop prior to final acceptance of a project shall be sealed in accordance with Section 461 at no cost to the Department.

442.02 MATERIALS: All materials shall meet the requirements of the following:

Silicone Sealant and Bond Breakers Epoxy Resin Adhesive

833.06 886

442.03 CONSTRUCTION:

A. SAWING: All transverse and longitudinal joints shall be sawed in accordance with the Specifications and Plan details. Any time after the
initial cut has been made and after the concrete has hardened sufficiently to prevent spalling or raveling, the secondary cut shall be made to the width and depth shown on the Plans. Making a completed cut in a single operation by use of a gang saw will not be permitted. Should any spalling of the sawed edge occur which would detrimentally affect the joint seal, it shall be patched with an approved epoxy patching compound and allowed to fully cure prior to installation of the joint sealant. Each patch shall be to the intended neat lines of the finished cut joint.

B. CLEANING FRESHLY CUT SAWED JOINTS: Immediately after sawing the joint, the resulting slurry shall be completely removed from the joint and the immediate area cleaned by flushing with a jet of water under pressure, and by the use of other tools as necessary. After flushing, the joint shall be blown out with compressed air. When the surfaces are thoroughly clean and dry and just before the joint sealer is placed, compressed air having a pressure of at least 600 kPa shall be used to blow out the joint and remove all traces of dust. Air compressors used for cleaning joints shall be equipped with suitable traps capable of removing all surplus water and oil in the compressed air.

1. In the event freshly cut sawed joints become contaminated before they are sealed, they shall be cleaned in accordance with Section 461 "Resealing Roadway and Bridge Joints."

2. Cleaning methods shall not alter the joint profile including rounding of the top corners, or alter the texture of the concrete riding surface. Cleaning of the joint using chemical agents will not be allowed.

377

442.03
C. INSTALLING BOND BREAKERS: Bond breakers (backer-rod or tape) shall be selected and used in accordance with Sub-Section 833.06.B. Prior to installing a bond breaker the joint must be clean and dry. Any necessary cleaning, air blasting, or air-drying will be completed before placing bond breaker and sealant. Backer-rod shall be installed in the joint at the depth specified on the appropriate joint details in the Plans. The diameter of the backer-rod used shall be at least 25 percent larger than the joint width; therefore, the thickness of the backer-rod will be greater after squeezing it into the joint and some "rebound" may occur. Allowance must be made for this to ensure that the backer-rod is at the correct depth. The width of some bridge joints may necessitate the use of a backup material other than the typically shaped round backer-rod. Material is available in square or rectangular shape, or strips can be cut from sheet stock to fit properly in the joint. Approved bond-breaking tapes may be used in lieu of backer-rod in some applications. (See plan details for various joint types.)
D. INSTALLING SILICONE SEALANT: Silicone sealant shall be installed as soon as possible after the joint has been cleaned and the bond breaker installed. This will ensure that the joint remains clean and dry. If the joint does become contaminated, damp, or wet, the bond breaker must be removed, if it has been installed, the joint cleaned and dried, and a new bond breaker installed prior to placing the sealant. The air temperature at time of placement must be 4C or higher. Silicone sealant shall be applied by pumping only. (A caulking gun with cartridge may be used for touch-up work or small applications.) The pump shall be of sufficient capacity to deliver the necessary volume of material to completely fill the joint to the specified width and height of sealant in one pass. The nozzle shall be of sufficient size and shape to closely fit into the joint and introduce the sealant inside the joint with sufficient pressure to prevent voids occurring in the sealant and to force the sealant into contact with the joint faces. Type A silicone sealant, shall be tooled, after being placed, to provide the specified recess depth, thickness, and shape as shown on the Plans. Sufficient force or pressure shall be applied to the sealant in this tooling operation to force the sealant against the joint faces and ensure satisfactory wetting and bonding of the sealant to the joint faces. Type A silicone is not self-leveling and will not position itself correctly in the joint under its own weight. Type B and C silicones are self-leveling and do not normally require tooling. Because of the consistency of these silicones it is imperative that the bond breaker completely close off all gaps and voids where the silicone might leak through; this may require that small pieces of backer-rod be stuffed into these gaps and voids, a piece of bond breaking tape be put over the void, or the use ofType A silicone in that area. IfType B or C silicone is used and a backer-rod is to be used it must be Type M. Type L backer-rod cannot be used with Type B and C silicone.
378

444.02
Sealants shall be placed to conform to the specified recess and thickness shown in the Plans.
E. SPECIAL REQUIREMENTS: The following special requirements apply to this work.
1. After a joint has been sealed, all surplus sealant or other residue on the pavement or structure surfaces shall be promptly removed.
2. If a primer is recommended by the manufacturer, it shall be used in accordance with such recommendations. When required, primer will be installed before installing backup material.
3. Air compressors used for cleaning joints shall be equipped with suitable traps capable of removing all surplus water and oil in the compressed air. The compressed air will be checked daily by the Engineer for contamination. No contaminated air shall be used. The compressor shall be capable of delivering compressed air at a continuous pressure of at least 600 kPa.
4. Traffic, including construction traffic, shall not be permitted over sealed joints until the sealant is tack free, cured sufficiently to resist displacement of the sealant due to slab movement or other causes, and until debris from traffic does not imbed into the sealant.
5. Any failure of the sealed joint due to: (a) adhesion or cohesion failure of joint material (b) unsatisfactory or improper quality of work by Contractor (c) damage by Contractor's operations or public traffic (d) leak-by especially when using Types B or C (e) damage to the sealant due to displacement of the sealant from slab movements or insufficient cure before opening to traffic will be cause for rejection and the joint shall be repaired to the Engineer's satisfaction at no additional cost to the Department.
442.04 MEASUREMENT AND PAYMENT: There will be no separate measurement or payment for the work prescribed herein. Payment for all equipment, tools, labor, incidentals, and for furnishing all materials necessary for completing this work shall be included in the price bid for contract items covered under Section 430 or Section 500 as applicable.
SECTION 444-SAWED JOINTS IN EXISTING PORTLAND CEMENT CONCRETE PAVEMENTS
444.01 DESCRIPTION: This work shall consist of sawing joints in existing Portland cement concrete pavements such as roadway pavements, driveways, parking areas, sidewalks, and the like, when the removal of existing pavements is shown on the Plans or required by the Engineer.
444.02 EQUIPMENT: An adequately powered, watercooled, mechanical saw with a diamond-edge blade or an abrasive wheel which will cut a straight joint to the necessary depth is required. To ensure that a satisfactory joint is produced the Engineer may require that a guide be used with the saw.
379

444.03

444.03 CONSTRUCTION METHODS:

A. JOINTS: Joints shall be sawed true to the lines designated by the Engineer. To confine the removal of the pavements to true lines and to prevent spalling or overbreaking of pavements which are to remain in place, joints shall be sawed to a depth of at least 50 mm and deeper if the Engineer so directs. Sawing shall be done with diamond blades. Dry sawing with abrasive blades is prohibited.

B. REMOVAL OF PAVEMENT: After joints have been sawed to completely isolate a pavement to be removed, removal of the pavement may begin. The Contractor shall protect the edges of pavements to remain in place and shall not use removal methods which damage these edges.

C. TRAFFIC CONTROL: After a designated pavement has been removed and until new pavement has been constructed in its place, no traffic or other equipment shall be allowed to cross the exposed edges of the remaining pavement.

444.04 MEASURMENT: The length of Sawed Joints measured for payment will be the actual linear meters ofjoints acceptably sawed.

444.05 PAYMENT: Sawed Joints as described above will be paid for at the

Contract Unit Price per linear meter.

.

Payment will be made under:

Item No. 444. Sawed Joints in Existing Pavements

per Linear Meter

SECTION 445-WATERPROOFING PAVEMENT JOINTS AND CRACKS
445.01 DESCRIPTION: This Work consists of the waterproofing of joints and cracks in the pavement by cleaning the existing surface and placing a membrane over the joints and random cracks as shown on the Plans.
445.02 MATERIALS: Membranes shall meet the requirements of SubSection 888.02.
445.03 CONSTRUCTION: The Membrane shall be placed on joints and random cracks as shown on the Plans. The membrane shall be placed on joints and cracks on both the mainline and ramp pavements which are to be resurfaced unless otherwise noted on the Plans. Placement of the membrane will be done only when the temperature is above 4C and the pavement surfaces are dry and free of any dirt or debris.
The surface will be primed in accordance with the manufacturer's recommendations prior to placement of the membrane. The primer will be placed on the surface at the rate specified by the manufacturer of the primer, will extend 25 mm wider than the membrane, and will be allowed to dry until tack-free before applying the membrane. Primer will be placed on both Portland Cement Concrete and old Asphaltic Concrete surfaces. The need for

380

445.05
primer on new asphaltic concrete surfaces will be determined by the Engineer. Sections which are primed shall be covered with membrane within the same day or repriming will be required.
Any spall greater than 75 mm in diameter which will cause a failure of the material to bond to the pavement or will leave a cavity under the material shall be corrected prior to the placement of the membrane. Spalls shall be repaired using asphaltic concrete meeting the requirements of Section 400 or other materials such as cold mixes approved by the Engineer.
The Membrane shall be installed in widths of 290 mm minimum and shall be centered over the joint or crack within a 25 mm tolerance. Transverse joints and cracks shall be sealed first, starting at the outside edge of the pavement and extending the full length of the joints. The longitudinal joint(s) will be sealed after the transverse joint, with the membrane being placed in the opposite direction that the project will be paved. Laps will be permitted in both the transverse and longitudinal membrane with a minimum overlap of 60 mm.
The Membrane shall be installed straight and wrinkle-free with no curled or uplifted edges. Any wrinkles over 10 mm in width shall be slit and folded down. After the membrane has been placed, it shall be pressed against the concrete or asphalt surface by means of a hand roller or other suitable equipment to ensure proper bonding. Special attention should be given to ensure that the edges and corners of the strips are bonded securely to the surface. Any strips with loose edges or corners shall be rebonded or replaced prior to placement ofthe overlay at the expense of the Contractor.
All Membrane shall be surface dry before placement of the asphaltic concrete overlay.
Traffic will be allowed to use the section after placement of the membrane and prior to placing the paving for a maximum period of seven calendar days. Any damaged or disbonded membrane must be replaced prior to paving at no cost to the Department.
Any joint or crack in excess of 13 mm in width or over 10 mm in depth which is not adequately filled to provide support for the membrane over the joint shall be filled flush with the pavement using AC-20, hot pour, or other sealant material prior to placement of the membrane as directed by the Engineer. The Engineer may also require that the joint be cleaned to remove dirt and debris prior to filling of the joint. Short term pavement marking requirements of Section 150 must be complied with.
445.04 MEASUREMENT: The quantity of membrane, complete in-place and accepted, will be measured in linear meters. The length for transverse joints waterproofed will be based on the typical cross section in the Plans, except that, where widening occurs for extra lanes, field measurements will be made as required to determine the exact length waterproofed. The length for longitudinal joints and random cracks waterproofed will be that actually measured in-place along the centerline of the joint on the surface of the pavement. No allowance will be made for laps.
445.05 PAYMENT: Payment will be made at the Contract Unit price per linear meter of joint and crack waterproofed, which will include cleaning the
381

446.01

surface and furnishing and placing the primer and Membrane.

Payment will be made under: Item No. 445. Waterproofing Pavement Joints and Cracks (width)

per Linear Meter

SECTION 446-PLACEMENT OF PAVEMENT REINFORCEMENT FABRIC
446.01 DESCRIPTION: The Work specified in this Section consists of the installation of pavement reinforcement fabric over cracks, joints, and patches in existing pavement either in strips or full width prior to placement of an overlay where shown on the Plans or as directed by the Engineer.
446.02 MATERIALS: The reinforcement fabric shall meet the requirements of Sub-Section 881.07. Bituminous binder materials shall be AC-20 and shall meet the requirements of Sub-Section 820.01.
446.03 CONSTRUCTION:
A. CLEANING OF THE PAVEMENT: The surface of the pavement shall be cleaned to remove rocks, dirt, debris, and other materials which may prevent a clean bonding surface immediately prior to application of the asphalt binder.
B. APPLICATION OF BITUMINOUS BINDER; The material used to bond the fabric to the pavement shall be Asphalt Cement Viscosity Grade AC20. The rate of application shall be as recommended by the fabric manufacturer and may be adjusted by the Engineer as necessary depending on Project conditions. Where fabric strips are used, a template or other suitable method satisfactory to the Engineer must be used to ensure uniform application of the bituminous binder. The width of the binder application should not exceed the width of the fabric by more than 25 mm on each side. The temperature range of the AC-20 binder at time of application shall be from 165C to 190C.
C. PLACING THE FABRIC: Potholes, spalls, or cracks greater than 5 mm in width which, in the opinion of the Engineer, will cause a failure of the material to bond to the pavement or will leave a cavity under the material, shall be corrected prior to placement of the fabric. Spalls and potholes shall be repaired using asphaltic concrete meeting the requirements of Section 400 or other materials such as cold mixes approved by the Engineer. Cracks shall be filled with AC-20 or other materials approved by the Engineer. The fabric shall be clean and placed smooth without wrinkles and any folds in the fabric shall be cut and laid flat. The fabric, when placed full width, shall be placed on the pavement by a mechanical device. When the Plans or the Engineer require the fabric to be placed in strips over joints, cracks, or patches, the material shall be centered over the joint or crack within a 50 mm tolerance. The width of the strips shall
382

,

rI

446.06

be that shown on the Plans. Over patching, the fabric shall be installed so that a minimum of 150 mm overlap exists on all sides of the patch.
Immediately after placement ofthe fabric, the Contractor shall ensure that the fabric is in total contact with the underlying pavement. The Engineer may require the use of a rubber tired roller on textured surfaces.
When the fabric is placed, caution must be taken to ensure that the edges are firmly bonded to the surface.
Any fabric with loose edges, corners, or other improperly bonded areas should be rebonded or replaced prior to placement of the overlay at the expense of the Contractor.

D. OVERLAP: The fabric shall overlap a minimum of 150 mm at longitudinal joints and minimum of 300 mm at transverse joints. All joint overlaps shall be made in a manner so as to prevent pickup by the paving train placing the asphaltic concrete.

446.04 PROTECTION OF FABRIC:

FULL WIDTH FABRIC PLACEMENT: Work shall be scheduled so that the fabric will be covered with asphaltic
concrete prior to reopening the section traffic. Traffic, other than necessary construction equipment or emergency vehicles, will not be allowed on unprotected fabric. Any damaged fabric will be replaced prior to paving at the expense of the Contractor.

FABRIC STRIP PLACEMENT: A minimum curing time of F/2 hours will be required before an overlay is
placed on the fabric strips. If approved by the Engineer, traffic will be allowed to use the section with the fabric strips for a maximum of 2 days. The Contractor shall be responsible for coordinating the activities to conform to these restrictions. Any damaged fabric will be replaced prior to paving at the expense of the Contractor. The short-term pavement marking requirements of Section 150 must be complied with.

446.05 MEASUREMENT: The quantity of reinforcement fabric and asphalt cement binder complete and in place and accepted, will be measured by the square meter for full width fabric or per linear meter for fabric strips. No allowance will be made for laps.

446.06 PAYMENT: Payment will be made at the Contract Unit Price per square meter or per linear meter of reinforcement fabric as provided in SubSection 446.05. Such price and payment shall be full compensation for all work specified in this Section including cleaning the surface and furnishing and placing the asphalt cement binder and pavement reinforcement fabric.

Payment will be made under:

Item No. 446. Pavement Reinforcement Fabric Strips, Type __

Including Bituminous Binder

per Linear Meter

Item No. 446. Pavement Reinforcement Fabric Full Width, Type _ _

Including Bituminous Binder

per Square Meter

383

447
SECTION 447-MODULAR EXPANSION JOINTS
SECTION 448--PORTLAND CEMENT CONCRETE END DAMS AND PATCHES
The Specifications for the Work covered under these Sections will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.
SECTION 449-BRIDGE DECK JOINT SEALS WITH ELASTOMERIC CONCRETE HEADERS
449.01 DESCRIPTION: This Specification provides the requirements for furnishing and installing a bridge deck sealing system consisting of extruded or welded steel locking rails, steel anchors, extruded neoprene elastomeric seals, and elastomeric concrete. The elastomeric concrete material shall consist of a two-component elastomer and prebagged fillers. The elastomeric concrete material must be mixed and used in accordance with the manufacturer's recommendations. In some cases this may require the use of heat to accelerate the cure and ensure a quality bond to the concrete and steel.
449.02 GENERAL REQUIREMENTS: The joint sealing system shall be designed for HS 20 truck loading and impact in accordance with AASHTO design parameters and shall accommodate the movements indicated in the Plans. Proper consideration shall be given to the effects of bridge skew angle and the amount of load transfer into the structure due to fully expanding the joint system. In the case of longitudinal joints, the joint selected shall be capable of sustaining shearing movements due to differential deck deflections.
A. THE EXTRUDED NEOPRENE ELASTOMERIC SEAL SHALL AS A MINIMUM:
1. Be held in place by steel locking rails.
2. Be supplied and installed in one continuous piece.
3. Not be any part of the load bearing surface.
4. Be recessed below the normal riding surface throughout the normal limits ofjoint movement.
5. Have a shape which promotes self removal of foreign material during normal joint operation.
6. Be installed using an adhesive lubricant.
B. THE STEEL LOCKING RAILS SHALL AS A MINIMUM:
1. Have a shape suitable to mechanically lock the elastomeric seal in place throughout the normal movement cycle.
384

449.03

2. Have a minimum weight of 5.6 kg per linear meter of extrusion.

3. Provide a smooth riding surface across the joint.

4._ Be designed so as to allow the removal of the elastomeric seal without removal of the steel locking rails.

C. THE ELASTOMERIC CONCRETE MATERIAL SHALL AS A MINIMUM:

1. Be compatible with the concrete and steel to which it is bonded.

2. Provide for a smooth riding surface across the joint.

3. Be capable of being mixed using normal equipment.

4. Be capable of being mixed and placed between 7C and 38C.

449.03 MATERIALS:

A Extruded Neoprene Elastomeric Seal- ASTM D 2628 with the exception of the recovery and compression deflection tests.

B. Adhesive lubricant - ASTM D 4070

C. Steel Locking Rails - ASTM A 588M

D. Steel Anchors - ASTM A 36M or equal.

E. Elastomeric Concrete Cured Binder Material (without filler) shall have the following physical properties prior to oven aging:

TEST

REQUIREMENTS

TEST METHOD

Tensile strength (min.) Elongation at break Hardness Type D Durometer Compression set, 22 hrs at
70C (max.)
Tear Resistance (min.)
Water Absorption (max.) Heat Shrinkage (max.) Impact Strength (min.)

5.2 MPa 200 - 350%
38 8
50%
2.7kg/mm.
1.2% 1.6% 9.5 N m

ASTMD 638 ASTMD 638 ASTM D 2240
ASTMD 395 MethodB
ASTMD 624 (50mm/min)
ASTMD 570 ASTMD 1299
GDT-l11

Properties after Oven Aging at 70C for 72 hrs.

Tensile strength (min.) Elongation at Break Hardness Type D Durometer Impact Strength (min.)

5.2 MPa 150 - 350%
42 5 9.5 N . m

ASTM D 638 ASTM D 638 ASTM D 2240
GDT-ll1

F. The Elastomeric Concrete Binder Material, (with filler) shall have the following physical requirements:

TEST

REQUIREMENTS TEST METHOD

Resilience at 5% Deflection (min.)

80%

GDT-ll1

385

449.04

Bond Strength to Concrete (min.) Wet Bond Strength to Concrete
(min.)

2.6MPa 1.7MPa

GDT-ll1 GDT-ll1

Pot Life (min.)
* Min. MPa or Concrete Failure

5 minutes

GDT-l11

449.04 FABRICATION AND SUBMISSION REQUIREMENTS:

A. The Contractor shall furnish working drawings covering the proposed joint installation proposed for use. These drawings must be reviewed by the Bridge Engineer and indication of such review shown on the drawings, before installation of the joint. The review of working drawings by the Bridge Engineer will be considered as a service to assist the Contractor in proper interpretation of the Plans. The Department will assume no responsibility for the accuracy of the drawings, nor will the Contractor be relieved of any responsibility for conformity to the Specifications and Plans. Specific items to be included in the submission are as follows:

1. Manufacturer's brochure concerning the proposed joint, showing all physical dimensions of components, installation procedures, material certifications, and a table of variable temperatures and dimensions.

2. Drawings which detail the installation of the joint and indicate length of component members, treatment of any directional changes, and field splicing of steel locking rails.
3. The expansion joint fabricator shall be AISC Category I, shop approved and shall supply documentation along with the shop drawings. All welding shall be in accordance with the requirements of the Standard Specification Section 501.
4. The joint shall be fabricated full width of the bridge deck except in the case of stage construction (lane at a time) or where excessive length of the joint prohibits shipment. However, in all cases the neoprene seal shall be installed in one piece. No field splicing of the sealing elements will be allowed.
449.05 CONSTRUCTION: The installation of the joint system shall be in accordance with the manufacturer's recommendation and the following:
A. BLOCKOUTS: Blockouts shall be in accordance with Plan details.
B. WEATHER LIMITATIONS: Elastomeric concrete shall not be applied on damp or wet surfaces, and the ambient temperature must be between 7C and 43C.

C. SURFACE PREPARATION: Remove all loose, eroded and unsound concrete from the surface within the joint area. The concrete and steel surfaces shall then be sand blasted, or abraded free of oil, dust, dirt, traces of asphaltic concrete or other contaminates immediately before placement of the elastomeric concrete.

386

450.01

D. GENERAL SAFETY, HANDLING, MIXING, FINISHING, AND CURING:
Elastomeric concrete joint systems shall be handled, placed, finished, and cured in accordance with the manufacturer's instruction. The steel locking rails may be installed one lane at a time. However, the neoprene seal shall be installed in one continuous length across the deck and up curbs as required. The steel locking rails must be placed and aligned to the correct grade, with minimum of 13 mm clearance maintained under the steel extrusion.
Bulkheads must be installed in the joint to contain the elastomeric concrete and to keep it from running into the joint. Place the elastomeric concrete against the bulkhead and trowel it under the steel locking rails. Fill the blockout, as shown in the Plans, to the correct grade. Once the blockouts on both sides of the steel locking rails are filled, the material may be heat cured in accordance with the manufacturer's instructions.

E. OPENING TO TRAFFIC: The elastomeric concrete must be allowed to cool and solidify for at least (1) hour before opening to traffic.

449.06 ACCEPTANCE: Certification from the manufacturer showing the physical properties of the elastomeric concrete, steel locking rails, steel anchors and neoprene elastomeric seal and conformance with the Specifications will be required in accordance with Sub-Section 106.05. Even though a joint system meets all the requirements of this Specification, failure to perform adequately in actual use shall be just cause for rejection. In addition, the manufacturer of a joint system meeting the physical properties requirements of this Specification must further show evidence that the joint system has been used successfully in installations with similar environmental and project conditions.

449.07 CORRECTION OF DEFECTS: Joint seal systems that are completed and found to contain shrinkage cracks sufficient to cause disbonding or become damaged during construction or by traffic prior to final acceptance, shall be removed and replaced at the Contractor's expense.

449.08 MEASUREMENT AND PAYMENT: Joint seal systems will be measured and paid for at the Contract Price per each complete in place joint at the location specified on the Plans.

Payment will be made under: Item No. 449 Bridge Deck Joint Seal Bent No._ _ Bridge No._ _

per Each

SECTION 45O--PRESSURE GROUTING PORTLAND CEMENT CONCRETE PAVEMENT
450.01 DESCRIPTION: This Work shall consist of pumping a slurry type grout mixture through holes drilled in the pavement into voids underneath the slabs to stabilize and underseal Portland Cement concrete pavement. The grout mixture shall be capable of forming a hard and durable mass that will effectively fill voids under the pavement. Slabs that are unstable after an initial undersealing and stabilizing attempt shall be regrouted as directed by the Engineer.
387

450.02

450.02 MATERIALS: Materials used in the Work and their Specifications references are as follows:

Portland Cement Types I or III Mineral Filler (Limestone Dust) Calcium Chloride, Type I Fly Ash, Type A Water Fine Aggregate Size No. 20 Agricultural Lime

Section 830 Section 883 Section 884** Section 831 Section 880 .8ub-Section 801.02 Sub-Section 882.02*

*Agricultural lime when used for undersealing shall have ninety-five percent minimum passing the 600 J.lm Sieve and thirty percent passing the 75 J.lm Sieve.

**The Laboratory may approve other commercially available accelerators which may be substituted for calcium chloride.

FINE AGGREGATE: Fine aggregate shall meet the requirements of SubSection 801.02 except that mortar-making properties are not required.

GROUT MIXTURES: The bid item will designate the type or types of undersealing grout mixtures required. The mixture shall consist of proportions listed in the Table below. The quantity of mixing water used with the dry ingredients shall be that quantity which will produce a grout of such consistency that the time of efflux from the flow cone will be a minimum of fourteen (14) seconds and a maximum of twenty (20) seconds. The consistency of the grout will be determined by GDT 84. Cement, cement and limestone dust, or cement and fine aggregate may be added in the proper proportions to a mixed batch to produce the required consistency.

TABLE OF GROUT MIXTURES

MIX PROPORTIONS, PERCENT BY WEIGHT OF DRY MATERIALS

GROUT TYPES

DRY MATERIALS

1

234

5

Cement (min.) Limestone Dust Fly Ash Fine Aggregate

25 25 25

25 75 50

25

25

50 50

25E25 75

450.03 WEATHER LIMITATIONS: Pressure grouting operations may not be started unless the air temperature, in the shade and away from artificial heat, is -at least 2C and rising. Pressure grouting will stop if the temperature is 4C and falling or when the subgrade contains an abnormal amount of moisture.

450.04 EQUIPMENT: Equipment shall consist of at least the following:

A. BATCHING EQUIPMENT: The batching equipment shall include weight hoppers and scales for each dry material or calibrated volumetric batch

388

450.05
hoppers. Volumetric batch hoppers shall be calibrated in increments that are equivalent to one 42.6 kg bag of cement. Aggregate scales shall be accurate to plus or minus one (1) percent and cement scales shall be accurate to plus or minus 0.5 percent.
If conveyor belts are used to convey the dry materials into the mixer, they shall have windproof covers.
B. MIXING EQUIPMENT: For Mix Types 1-4, the mixing equipment shall consist of either a watertight batch type mixer or high-speed colloidal mixer that is capable of blending the various materials into a homogenous mixture. A high-speed colloidal mixer must be used for Mix Type 5.
C. GROUT PUMPING EQUIPMENT: The grout pumping equipment shall consist of a positive displacement plunger or piston-type pump or a screw type worm pump. The discharge line shall be equipped with a pressure gauge at the pump capable of measuring from 0 to 1375 kPa and with a positive cut-off valve at the nozzle end and a bypass return line for recirculating the grout back into a holding tank or mixer. The end of the discharge line shall be equipped with a nozzle or device that will remain secure in the drilled holes and be free ofleaks. The Contractor shall furnish a blow pipe with sufficient air pressure to dislodge loose debris. An auger of sufficient size and length is required to open clogged holes.
D. DRILLING EQUIPMENT: Air Compressors of sufficient capacity for operating pneumatic hammers or drills. Pneumatic or hydraulic drills equipped with bits that will cut 38 mm or other approved diameter holes through the concrete pavement. The equipment shall be operated so as to prevent damage to the pavement being drilled. Excessive down pressure to force the bit through the concrete at a rapid rate will not be allowed. The drilling procedure must be approved by the Engineer.
E. SLAB STABILIZATION TESTING EQUIPMENT: The Contractor shall furnish a two axle truck with dual rear wheels. The rear axle shall be loaded to 8000 kg evenly distributed between the two sides. A truck driver and sufficient workers to assist in the operation of static load measuring gauges shall also be furnished by the Contractor.
F. Equipment to measure slab lift shall be capable of detecting movement simultaneously of the two outside slab corners adjacent to a joint and the adjoining shoulder. The equipment shall have the capability to make such measurements to 25 }.lm.
450.05 CONSTRUCTION:
A. TESTING: All testing shall be performed between the hours of 3:00 AM and 9:00 AM, unless otherwise directed by the Engineer. It is the intention of this work to detect all slabs having a deflection exceeding 750 }.lm, and the Contractor is to stop the testing if the slabs are beginning to "lock-up."
389

450.05
In hot weather, the Contractor may be required to test between 3:00 AM and 7:00 AM to avoid "lock-up" of slabs, if so directed by the Engineer.
1. PRELIMINARY TESTING:
a. TESTING BY THE DEPARTMENT: When the slabs requiring grouting have been previously tested and marked by the Department, no preliminary testing will be required.
b. TESTING BY THE CONTRACTOR:
(1) In the event preliminary testing has not been performed by the Department, each transverse joint and crack on the Project, or within designated areas of the Project, shall be tested by the Contractor using static methods. Exceptions are transverse cracks that are located in slabs that are to be replaced in their entirety, This work shall be performed as follows:
The Contractor shall furnish four gauges on two gauge mounts, two gauges per mount, that are capable of detecting slab movement under load to the nearest 25 ].lm. The Contractor shall maintain the gauges and mounts in operating order. The Contractor shall also furnish the required loaded truck, a truck operator, and necessary personnel to place and assist in operating the gauges.
One set of gauges will be positioned with one gauge referenced to the corner of each slab on both sides of the joint near the pavement edge. The gauges will then be zeroed with no load on the slab on either side of the joint. The test truck will then be moved into position and stopped with the center of the test axle about 300 mm behind the joint and the outside test wheel approximately 300 mm from the pavement edge. The back gauge will then be read. The test truck will then be moved across the joint to a similar position about 300 mm forward of the joint and stopped. The forward gauge will then be read. This operation will be repeated for each joint to be tested. The inspector will be responsible for reading and recording the gauges. All slabs with a deflection more than 750 ].lm, or as shown on the Plans, may require additional testing.
The additional testing of slabs that move more than 750 ].lm shall consist of one hole drilled in the corner of the slab where the movement was measured. The hole shall be the same diameter as the holes drilled for undersealing and shall be placed 450 mm from the transverse and shoulder joint. The test holes shall be drilled to the same Specifications as the undersealing holes. The test hole will be filled with water and observed.
If, in the opinion of the Engineer, the pavement system readily drains the water poured into the test hole, the slab will require pressure grouting. Based on the results of this initial testing, both deflection measurements and/or water drainage observations, a determination will be made by the Engineer as to which slabs require undersealing.
390

450.05
(2) STABILITY TESTING: After the designated slabs have been pressure grouted in accordance with these Specifications, they shall be re-tested in accordance with Sub-Section 450.05.A1.b. (1) above.
Slabs which deflect more than 750 J.lm, or deflect the amount shown on the Plans, shall be re-grouted and re-tested as directed.
Any slab which continues to show movement in excess of that specified after two properly performed groutings will be accepted.
B. DRILLING HOLES: The Plans designate the location of holes to be drilled in each type of slab for the purpose of undersealing. However, to the maximum extent possible, the Contractor is to use, by "re-drilling," the holes present from previous undersealing work. The drilling work shall begin using the hole pattern and pumping sequence shown on the Plans with necessary modifications to use as many of the holes from previous undersealing work as feasible. The Engineer may alter this hole pattern, and only the actual number of holes drilled will be considered for payment for the initial undersealing effort. Holes shall be drilled 38 mm in diameter or other size if approved by the Engineer and be capable of providing positive seal for the pumping nozzle. For the first undersealing attempt, holes shall be drilled to a depth of approximately 200 mm beneath the bottom of the concrete unless the Engineer approves an alternate depth. The number, depth, and location of holes for all undersealing attempts, after the initial attempt, shall be designated by the Engineer. The Contractor shall exercise sufficient precautions during all operations to ensure that slabs are not broken or cracked. Any slab that contains a crack that extends through the drill hole will be considered to have been damaged during the process of the work and it shall be repaired by the Contractor at no cost to the Department. Repairs will be in accordance with Section 609, Removal of Portland Cement Concrete Roadway Slabs, and Section 452, Full Depth Slab Replacement.
C. CLEANING HOLES: After the holes are drilled, and just prior to pumping the underseal grout, a pipe with sufficient air pressure will be inserted in each hole to remove debris and to provide a passage for the grout, if necessary.
D. PUMPING UNDERSEAL GROUT: To fill all voids, pumping of grout will be required in holes designated by the Engineer. Normally, grout flowing out of an adjacent hole or joint or the edge of the slab is sufficient evidence that all cavities or voids are filled within the range of the hole being grouted and pumping in such hole shall cease. Additional evidence that grouting should cease is a rapid rise of the slab, or indications of a rise of the adjacent shoulder. A minimal lifting of the slab will generally be required to move grout into the existing cavities and voids but this lift should not exceed 1.3 mm total accumulative movement for a slab measured at the outside joint corner unless otherwise approved by the Engineer. Care should be taken not to crack slabs by differential lifting. During pumping, very close attention should be given to the lift measuring
391

450.05
device to prevent excessive pumping pressures, rapid lift of the slabs, or substantial rising of the adjacent shoulders. Pumping of grout under a slab will not be started until the lift measuring device has been properly positioned.
The Contractor shall provide personnel and equipment to satisfactorily control lift on every slab that is undersealed. This is to be rigidly controlled.
The time of the day during which pressure grouting is allowed will be determined by the Engineer. The Engineer may require that the pressure grouting operation be performed during late night and early morning hours if the slabs cannot be stabilized with day time grouting.
The nozzle of the discharge hose shall be secured in the hole in a manner that provides a seal adequate to maintain the grout pressure underneath the slab. The nozzle end will not extend below the bottom of the concrete. Pumping will continue in a hole until a clear flow of grout comes out other holes, joints, or cracks; or until the slab begins excessive lift. This procedure will be repeated in other holes until it is indicated that all voids are filled. Plugging of holes during grouting operations will not be permitted.
Where edge drains are present near the shoulder/pavement interface, precautions shall be taken by the Contractor to ensure that the minimum amount possible of grout is pumped into the edge drain system. These precautions, shall include but are not limited to, drilling one or more "observation holes" in the asphaltic concrete shoulder as close as possible to the shoulder/pavement interface and "timing" of the grouting operation to prevent and stop "excess grouting" in any hole to ensure grout does not flow into the edge drain system. Upon completion of the grouting operation, any "observation holes" are to be filled with asphaltic concrete. No separate payment will be made for this work and cost thereof is to be included in the bid submitted for Portland Cement Pressure Grout Slurry. The precautions used will require prior approval of the Engineer.
Precautions shall also be taken to prevent slabs from cracking during the undersealing operation. Slabs determined to be cracked during this operation will be removed and replaced by the Contractor at no additional cost to the Department in accordance with Section 609, Removal of Portland Cement Concrete Roadway Slabs, and Section 452, Full Depth Slab Replacement.
E. CLEAN UP: Deposits of grout on the pavement or shoulders shall be removed and the surface cleaned before traffic is permitted on the section. Other debris, bags, spillage, etc., shall be removed from the right of way each day.
F. PERMANENTLY SEALING HOLES: All grout shall be removed from the holes and the holes filled with a stiff sand-cement mixture or an approved quick setting patching material. Filled holes that ravel out or become damaged shall be repaired. All unsatisfactorily filled holes from previous undersealing work shall also be similarly repaired at no cost to the Department, as directed by the Engineer.
392

450.08
G. TESTING FOR SLAB STABILITY: After grout has been pumped under the designated slab and the slabs have been under traffic for at least twelve hours, they shall be tested for stability. These tests are conducted by static loading as referenced in Sub-Section 450.05.A.1.b.(2). Based upon these test results and criteria established on the Plans, the slabs will be accepted as satisfactory or will be designated for further undersealing attempts as directed by the Engineer.
450.06 OPENING TO TRAFFIC: No traffic will be permitted on the grouted slabs until the grout has taken an initial set. (Normally 4 to 6 hours).
Initial set is defined as 1380 kPa with a 161 mm2 probe in accordance with AASHTO T 197 (Proctor Needle Test).
The Contractor shall schedule the operations so that the grout has taken the initial set and the work area cleared before traffic is allowed on the grouted slabs.
450.07 MEASUREMENT:
A. HOLES: On the initial undersealing attempt, holes drilled through the existing concrete slabs at the locations and to the depths shown on the Plans or directed by the Engineer will be measured per each. Holes required for second stabilizing attempts will not be paid for by the Department if holes drilled for the first stabilizing attempt are utilized. If new holes are drilled they will be measured per each.
B. Portland Cement incorporated into the Pressure Grout Slurry will be measured by the 42.6 kg.
C. Preliminary Testing as described in Sub-Section 450.05.A.1.b.(1) will be measured, when required, by the linear kilometer, horizontal measure for each lane of each roadway tested. Bridges will not be included in the measurement.
D. Stability Testing as described in Sub-Section 450.05.A.1.b.(2) will be measured by the joint.
450.08 PAYMENT:
A. Holes will be paid for at the Contract Unit Price per each. Such payments shall be full compensation for drilling and sealing the hole. Holes drilled for re-grouting will not be measured and paid for separately ifholes drilled for the first stabilizing attempt under the same Contract are utilized.
B. Portland Cement Pressure Grout Slurry will be paid for at the Contract Unit Price bid per 42.6 kg bag of cement or fraction thereof. Such payment shall be full compensation for furnishing all materials to be incorporated into the specified type of grout slurry, for all hauling, mixing, pumping, and clean-up required to stabilize the slabs.
C. Preliminary Testing, when shown on the Plans and in the Proposal as a payment item, will be paid for at the Contract Price bid per linear kilometer, horizontal measure. Bridges will be excluded from the linear kilometer measurement.
393

451.01

D. STABIUTYTESTING: Static testing of slabs performed in accordance with the provisions of Sub-Section 450.05.A1.b. (2) will be paid for each time the joint is tested. Such payment shall be full compensation for furnishing the load test truck and driver and necessary personnel to assist in the testing.

Payment will be made under:

Item No. 450. Holes

per Each

Item No. 450. Portland Cement Pressure Grout Slurry

(Grout Type_ _, _ _, or _ _)

per Bag 42.6 kg

Item No. 450 Preliminary Testing

per Linear Kilometer

Item No. 450. Stability Testing

per Joint

SECTION 451-PATCHING PORTLAND CEMENT CONCRETE PAVEMENT (SPALL REPAIR)

451.01 DESCRIPTION: This Work shall consist of the partial depth patching of spalls and potholes in Portland Cement concrete pavement by removing the broken, damaged, or disintegrated concrete pavement, including any asphaltic concrete patches, from spalled or damaged areas of the pavement surfaces and patching the damaged and spalled areas with approved patching materials in accordance with this Specification and in reasonable close conformity with the existing pavement cross sections.

451.02 MATERIALS: Materials for repairing and patching Portland Cement concrete pavement shall conform to the following requirements:

Twenty-Four Hour Accelerated Strength Concrete* Epoxy Adhesive, Type II Silicone Sealant Fine Aggregate Coarse Aggregate Closed-Cell Polyethylene Foam

504 886 833.06 801.02 800.01 833.10

Rapid Setting Patching Material** Approved Products List No. 27 and Section 934

*This Section is modified to permit the use of a portable concrete mixer of adequate capacity. Slump requirements shall be from 25 to 75 mm inclusive.
**If approved for use, setting time requirements may be waived by the laboratory provided minimum compressive strength development is unaffected.

451.03 CONSTRUCTION: Concrete patching operations shall be conducted in one lane at a time and in a safe and expeditious manner that offers minimum inconvenience to the traveling public. The Work shall be accomplished with other operations in progress within an area whenever practical. Work shall be completed before the grinding operation, if specified, begins.
Any concrete patches that are completed and found to contain cracks, shrinkage, compression failures, or become damaged during construction or by traffic prior to final acceptance shall be removed and replaced at no additional

394

451.03
cost to the Department.
A. REMOVAL AND PREPARATION OF REPAIR AREA:
1. PARTIAL DEPTH PATCHING OF SPALLED JOINTS: Each transverse joint and longitudinal joint, with a visual defect shall be "sounded" to determine the limits of the damaged or defective areas by striking the pavement surface along each side of each joint with a hammer, chain drag, or other similar tools to detect unsound concrete having a "flat" or ''hollow'' sound. The limits of the defective areas shall be marked on the pavement by making a rectangular area 50 mm beyond the outer limits of the unsound concrete area to serve as a guide for sawing. Spalled areas within less than 600 mm of each other along a joint shall be marked as one spall area. If separated 600 mm or more, mark as separate spall areaS. Defective (spalled) joint areas less than 150 mm in length and 40 mm in width shall not be repaired under this Specification, but shall be thoroughly cleaned and sealed with silicone sealant as part of the joint sealing operation following procedures specified in Section 461, Resealing Roadway and Bridge Joints and Cracks. The rectangular marked areas shall be sawn with near vertical faces not less than 50 mm nor more than 75 mm in depth. All "unsound" material within the sawed area is to be removed with a maximum 135 N chipping hammer. Utmost care shall be exercised not to damage or fracture the "sound" concrete substrate to be left on the bottom of the spall area. Use of sharp pointed bits is prohibited. If the depth of removal of unsound material exceeds 100 mm, the Engineer may direct that the repairs will be accomplished by placing a 1.8 m slab replacement which is classified and paid for as Section 609, Slab Removal and Section 452, Slab Replacement. Prior to placing the patching material, the face of the existing transverse and/or longitudinal joints bordering the repair area(s) shall be sawed a minimum of 125 mm deep and 6 mm wide with the full depth of the saw cut extending at least 25 mm beyond the limits of the repair area(s) in each direction. Just prior to placing the patching material, the surfaces within the repair areas shall be thoroughly cleaned by sandblasting and air blasting to remove any oil, dust, dirt, traces of asphaltic concrete, slurry from saw operation, and other contaminants. Following this, a 6 mm wide piece of closed cell polyethylene foam shaped to fit the saw cut shall be placed in the joints bordering the repair areas. In the event of ''back to back" repair areas at a joint, the 6 mm closed-cell polyethylene foam shall be supported during the placing operation so as to maintain a true, straight joint line. The method used shall be approved by the Engineer. If a straight line is not maintained, the repair shall be redone, if so directed by the Engineer, at no cost to the Department.
2. PARTIAL DEPTH PATCHING OF PAVEMENT POTHOLES: The Engineer shall determine which pavement potholes are to be repaired.
395

451.03
The procedures previously specified for repairing spalled joints shall be used for repairing "potholes" within the pavement surface except the requirements regarding the use of 6 mm closed-cell polyethylene foam do not apply.
B. PLACEMENT OF PATCHING MATERIAL:
The Contractor shall use Repair Method No.1 unless specific written approval is given by the State Materials and Research Engineer to use Repair Method No.2. Repair Method No.1 is limited to use when the average daily temperature is lOoC or above. Repair Method No.2, if approved, shall be limited to the manufacturer's written recommendations.
For the following repair methods, the surface within the repair areas shall be dry and thoroughly cleaned of all contaminants immediately before the placement is begun. The finished surface including joints shall meet a surface tolerance of 3 mm in 3 m. The Contractor shall at all times utilize such approved measures as are necessary to keep all pavement surfaces adjacent to this operation reasonably clean of excess grout and other materials. Unless otherwise specified, all patching operations shall be completed and all lanes opened to traffic before sunset each day.
REPAIR METHOD 1
TWENTY-FOUR HOUR ACCELERATED STRENGTH CONCRETE: After following the requirements previously specified, all concrete surface areas within the repair area shall be completely coated with a film of Type II Epoxy approximately 0.25 mm to 0.50 mm thick.
The concrete must be mixed on site. The mix design and mixing method must be approved by the Laboratory.
Concrete shall be deposited in the repair area while the epoxy is still tacky and shall be sufficiently vibrated to form a dense, homogeneous mass of concrete, completely filling the area of the patch. The concrete shall be screeded to the proper grade and allowed to remain undisturbed until the water-sheen disappears from the surface. The concrete shall then be covered with wet burlap or membrane curing compound. Curing shall continue for a minimum of 3 hours. A longer curing time may be required by the Engineer to ensure sufficient strength development of the concrete prior to opening to traffic.
REPAIR METHOD NO.2
RAPID SETTING PATCHING MATERIAL FOR PORTLAND CEMENT CONCRETE PAVEMENT: In addition to the requirements outlined previously, the surfaces in the repair areas shall be further prepared in accordance with the manufacturer's written recommendations. Handling, mixing, placement, consolidation, screeding, and curing of the patching material shall be in accordance with the manufacturer's written instructions as approved by the Laboratory. Curing shall continue for at least one hour and until the section is opened to traffic.
396

451.05

C. SPECIAL REQUIREMENTS: The following special requirements apply to this work:

1. Air compressors used for cleaning repair areas shall be equipped with suitable traps capable of removing all surplus water and oil in the compressed air. The compressed air will be checked daily by the Engineer for contamination. No contaminated air shall be used. The compressor shall be capable of delivering compressed air at a continuous pressure of at least 600 kPa.

2. After any sandblasting operation, thoroughly clean with compressed air. Also remove sand from sandblasting operation from roadway and shoulders. During sandblasting, protect traffic in adjacent lane(s).

3. "Over-cutting' of the pavement beyond marked areas shall be held to the minimum amount possible. All "over-cutting' shall be thoroughly:cleaned of "saw slurry" and other contaminates and then repaired by filling fulldepth with an approved low-viscosity epoxy compound using a Type II epoxy adhesive as specified in Section 886. Such repairs are to be made as soon as possible, but in any event, not later than when the joint is resealed.

4. In the event of repairs adjacent to an unstable shoulder, a form shall be placed full depth of the repair area to maintain a true, straight shoulder joint and prevent intrusion of the patching material onto the shoulder area. After curing of the patching material, the form shall be removed and the shoulder repaired at the Contractor's expense.

5. Any original transverse and longitudinal joints shall be re-established by sawing and sealing with silicone meeting the requirements of SubSection 833.06 and in accordance with plan details and Section 461. All joints must be re-established within 60 days after placement of the patch. The width of the re-establishedjoints shall be 10 mm minimum.

451.04 MEASUREMENT: The area measured for payment will be the number of square meters of patching complete in place and accepted.

451.05 PAYMENT: The area measured as provided above will be paid for at the Contract Unit Price per square meter. Such payment shall be full compensation for any required sawing: removing any existing asphaltic concrete patching material or the spalled, broken, or damaged Portland Cement concrete; cleaning the open area by sandblasting; furnishing, placing, finishing, and curing the patching material, and sawing and sealing new transverse and longitudinal joints, including all equipment, tools, labor, and incidentals necessary to complete the Work.

Payment will be made under: Item No. 451. Patching Portland Cement Concrete Pavement

per Square Meter

397

452.01

SECTION 452-FULL DEPTH SLAB REPLACEMENT

452.01 DESCRIPTION: This Work shall consist of replacing Portland Cement concrete pavement slabs, full or partial length, removed in accordance with plans or as directed by the Engineer, (see Section 609 Removal of Portland Cement Concrete Roadway Slabs for further details on removal of slab).

452.02 MATERIAL: Materials to be used in full depth slab replacement

shall conform to the following Specifications:

Twenty-Four Hour Accelerated Strength Concrete

Section 504

Dowel Bars and Bar Coatings

.sub-Section 853.08

Epoxy

Section 886

Deformed Steel Reinforcing Bars

Sub-Section 853.01

Silicone Sealant

.sub-Section 833.06

452.03 EQUIPMENT: Sufficient equipment, approved by the Engineer prior to starting the Work, shall be used to satisfactorily perform the required work such as drilling dowel holes, setting dowels, spreading, striking off, consolidating, and screeding concrete, sawing and sealing joints, etc.

452.04 CONSTRUCTION:

A. INSTALLING DOWELS: Pneumatic or hydraulic drills and bits that will drill a 35 mm diameter hole in the existing concrete faces for placement of the dowels at locations specified on the Plans shall be used. If necessary for proper insertion of the dowel bars, the Engineer may allow a 38 mm maximum diameter hole to be drilled. The equipment shall be operated so as to prevent damage to the pavement being drilled. The drilling procedure shall be approved by the Engineer. The drilled holes shall be thoroughly cleaned of all contaminants and the dowels of specified type and size shall then be set into the hardened concrete face of the existing pavement with a Type VIII epoxy bonding compound meeting the requirements of Section 886 of the Specifications. The specified dowels shall be placed at locations noted on Plan details with onehalf of dowel protruding beyond the hardened face of existing pavement and placed at correct horizontal and vertical alignment with misalignment not to exceed 10 mm in the vertical or oblique plane. The epoxy shall be allowed to harden sufficiently prior to placing concrete to prevent any movement of the dowels during the placement of the concrete. A sufficient amount of epoxy must be placed in the back of the hole so that the entire cavity around the dowel is completely filled upon insertion of the dowel bar. Any excess epoxy shall be removed. The epoxy adhesive must be packaged in a cartridge with a mixing nozzle that thoroughly mixes the two components as they are dispensed (the mixing nozzle must be a minimum of 200 mm long) or may be placed with a machine which mixes the two components thoroughly and to the proper ratio as the material is being placed.

398

452.04
Dowels of the type, size, spacing, and at the locations specified on the Plans shall be installed in accordance with the Plan details for full depth slab replacements.
The dowel bars which are to be used at the free joints shown on the Plans shall be epoxy coated plain round steel bars meeting the requirements of Sub-Section 853.08. The protruding portion of the epoxy coated dowels shall be coated with a thin film of grease or other approved material to ensure proper bond-breaking characteristics.
The dowel bars which are to be used at the "locked" joints shown on the Plans shall be a deformed steel reinforcing bar meeting the requirements of Sub-Section 853.0l.
Epoxy coated smooth dowels and the deformed reinforcing bars must have both ends cut clean and smooth with a saw, rather than sheared.
The deformations on the reinforcing bar must be of such design that the total diameter of the bar, including the deformations, is less than the diameter of the drilled dowel hole.
At no time shall dowels be driven into a dowel hole with sledge hammers or other devices.
In all cases, any dowel whether coated or deformed which cannot be freely inserted into a dowel hole will be rejected for use.
Prior to placing concrete, the vertical exposed faces of the existing slabs shall be thoroughly cleaned of contaminates using wire brushing or other methods approved by the Engineer. Extra care must be taken to remove all existing silicone or other joint sealant from the exposed concrete faces.
B. SETTING FORMS: Forms will normally not be required for this work as the vertical faces of the existing pavement and shoulder bordering the replaced slab/joint area serves as the forms. However, in the event of an irregular or unstable shoulder, a form shall be placed full depth of the replaced slab/joint area so as to maintain a true, straight shoulder joint and to prevent intrusion of the concrete into the shoulder area. The foundation under the form shall be compacted and true to grade so that the form, when set, will be firmly in contact with the base and at the correct grade. Forms shall be cleaned and oiled prior to placing the concrete. Unless otherwise specified, forms shall not be removed from the freshly placed concrete until it has set for at least 4 hours. The forms shall be carefully removed to avoid any damage to the pavement. After removal, the shoulder shall be repaired to the Engineer's satisfaction at no additional cost to the Department.
C. BASE,fREPARATION: The base must be cleaned of all debris and any standing water. Loose base material must be thoroughly compacted by hand tamping prior to placing any concrete.
D. PLACING AND FINISHING CONCRETE: The required concrete for the Work will be twenty-four hour accelerated strength concrete meeting the requirements of Section 504. The mix design shall be approved by the Laboratory prior to use. The concrete shall be placed only when the
399

452.04
ambient temperature is 4C and rising. Concrete shall not be placed when the underlying base material is muddy or frozen. The concrete shall be deposited within the slab replacement area in such manner as to require as little rehandling as possible to prevent segregation of the mix. Hand spreading shall be minimized as much as possible, but where necessary, shall be done with shovels, not rakes. Workers will not be allowed to walk in the fresh concrete with shoes coated with earth or other foreign substances. The replaced slab area shall be filled with concrete and thoroughly consolidated by rodding, spading, and sufficient vibration to form a dense homogeneous mass throughout the area. The final surface area shall be uniform in appearance and free of irregularities and porous areas.
The finished surface, including joints, shall meet a surface tolerance of 3 mm in 3 m in any direction. Any necessary corrections shall be done by grinding in accordance with applicable items in Section 431. Any replaced slab which is low in relation to adjacent slabs may be ordered replaced by the Engineer. The surface tolerance requirement will not apply when the slab replacements are done in preparation for resurfacing of the pavement.
Replacement of such a slab would generally be required if, in the opinion of the Engineer, excessive grinding of the adjacent pavement is necessary to match the profile of the full depth slab replacement or if a drainage problem would be created by grinding the adjacent pavement.
The Contractor shall furnish, at no additional cost, all necessary traffic control personnel, materials, and equipment to detect such deviations. Any necessary grinding or replacement to correct surface tolerance deviations shall be done at no additional cost to the Department.
If the Project also involves resurfacing or grinding of the pavement surface, a flat finish will be satisfactory. Otherwise, a broom or hand-tire finish will be required that will produce a surface texture depth of 5 mm or greater as measured by GDT-72 test method. The method of finishing shall be approved by the Engineer and any deficient areas corrected to the Engineer's satisfaction at no additional cost to the Department.
E. CURING CONCRETE: All of the applicable portions of Section 504 regarding concrete mix and curing shall also apply to this Work.
F. SAWING AND SEALING JOINTS: All transverse and longitudinal joints within the slab replacement area shall be established by sawing and sealing with silicone sealant meeting requirements of Sub-Section 833.06 of the Specifications and in accordance with Plan details and Section 442. Unless otherwise directed, the width of the sawed joints shall be 10 mm. Unless specified otherwise on the plans, the joints shall be sawed and sealed as soon as possible, but nor more than 60 days after slab replacement is completed. Sawing and sealing of these reestablished joints are to be included in the bid cost for slab replacement.
G. PROTECTION AGAINST RAIN: The concrete shall be properly protected against the effects of rain before the concrete is hardened. The Contractor shall have available at all times materials for the protection of the surface
400

452.06
of the concrete. Such protective materials shall consist of covering materials such as burlap or cotton mats, curing paper, or plastic sheeting material. When rain appears imminent, all paving operations shall stop and all personnel shall begin covering the surface of the unhardened concrete with the protective covering.
H. NIGHT WORK: If night work is authorized on the Project, adequate lighting shall be provided for all work performed at night, both from a safety and traffic control viewpoint and for satisfactory control and completion of the Work. This is to be strictly enforced and any unsatisfactory work corrected to the Engineer's satisfaction at no additional cost to the Department.
I. OPENING TO TRAFFIC: Unless authorized otherwise on the Project, all slab replacements shall be scheduled so that the concrete will have a minimum curing time of 4 hours and all work completed and all lanes opened to traffic before sunset of the day it is placed. A longer curing period, mix design adjustments, or other corrective action may be required by the Engineer to ensure sufficient strength development of the concrete prior to opening to traffic.
J. QUALITY OF WORK: The Contractor shall take any control action necessary to ensure the completed work meets or exceeds the requirements specified in the applicable Specifications and Plans. Until final acceptance of this work, the Contractor shall replace any damaged or broken slabs due to improper or unsatisfactory methods, equipment, or materials by the Contractor or due to the effects of construction or public traffic at no additional cost to the Department. In addition, the Department may require that any replacement slabs having a differential movement at the transverse joints greater than 0.25 mm be removed and replaced at no cost to the Department. This movement will be measured by the Department using an 8,165 kg, single axle load with dual tires with the load centered 300 mm from the edge of the shoulders and as close to the transverse joints as possible. Testing will be done between 3:00 AM and 9:00 AM when maximum slab movement is expected to occur. Measurements will be made with dial gauges capable of detecting movement to the nearest 0.025 mm. The Engineer shall determine whether the slab movement test will be required.
452.05 MEASUREMENT: Full depth replacement slabs will be measured for payment by the cubic Meter using the average squared dimensions times the average depth.
Dowels and placement of the dowels will not be measured for separate payment but shall be included in the Unit Price bid for full depth slab replacement. 452.06 PAYMENT: Full depth replacement slabs will be paid for at the Contract Unit Price per Cubic Meter. Such payment will be full compensation for furnishing all materials and performing the Work, including dowels, epoxy, repair
401

455

of shoulder if required, removal of unsatisfactory material, 24 hour accelerated strength concrete, sawing and sealing new joints and other work specified herein.

Payment will be made under: Item No. 452 .Full Depth Slab Replacement

per Cubic Meter

SECTION 455-FILTER FABRIC FOR EMBANKMENT STABILIZATION
The Specifications for Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.
SECTION 456-INDENTATION RUMBLE STRIPS
456.01 DESCRIPTION: This Work shall consist of the construction of Rumble Strips on paved highway shoulders by making indentations approximately 20 mm deep, but not less than 13 mm deep, in the hot asphaltic concrete surfacing. These indentations shall be formed by rolling with a roller to which segments of nominal 40 mm diameter pipe have been welded to the drum in accordance with the following sketches.
456.02 EQUIPMENT: The roller shall be a tandem-type, vibratory steel drum roller with the pipe segments welded to the trailing drum. The roller shall be equipped with dual drum drive and shall have the capability of each drum being run in the vibratory and/or static mode independently of each other. The roller shall also be equipped to allow for variable frequency and variable amplitude whenever being operated in the vibratory mode.
The pipe segments shall be 900 mm long, shall be cut longitudinally, and shall be beveled 150 mm at both ends (see following sketch). The pipe shall be smooth steel, but not "black pipe." The pipe shall be reinforced inside with a steel rod of the largest diameter that will fit easily inside the welded pipe segments. The pipe segments shall be welded in the center of the drum face on approximately 200 mm centers. The top of the pipe after welding shall be a minimum of 19 mm above the drum surface and a maximum of 22 mm.
456.03 CONSTRUCTION: The roller shall be equipped with guides so that the inner edge of the indentations will be 150 mm from the paving edge. Indentations shall be constructed on all mainline shoulders, both inside and outside. Indentations will not be required on ramp shoulders.
The roller shall be equipped with waterdrums and wetting pads to prevent asphalt from sticking to the drum.
The indentation roller shall closely follow the break-down roller with final rolling performed outside of, not over, the indented areas.
Corrective work shall be done in areas where 30 or more consecutive depressions have less than 13 mm depth. Corrective measures shall be as follows: The Contractor shall deepen every third depression to a depth of at

402

456 456.06 llLUSTRATION: Not to Scale

Main Pipe Segments, centered

--=i
A ....,

---11 f!

A_._.:..-J====_1200 rom:":'

paved surface

Mounted Shapes

Bevel Development 1.

rmain pipe segment reinforcing rod drum face

second cut

~~ 2.

top edge

'"~ -- --

3.

Section A

paved surface

.. indentation paved surface

Example In-Place

403

456.04
least 13 mm by sawing or other approved methods. Width of the deepened portion shall be 25 mm minimum. Length of the deepened portion shall be the unbeveled indentation. Corrective work shall not begin until 12 hours after rolling. Corrective measures delayed longer than 10 days will require approval ofthe Engineer.
456.04 MEASUREMENT: Indentation Rumble Strips will not be measured separately for payment. The Plan Quantity will be the Pay Quantity unless authorized changes are made by the Engineer, and will be the roadway length minus bridge lengths for each shoulder on which rumble indentations were constructed.
456.05 PAYMENT: Payment will be made at the Contract Unit Price bid per kilometer. Such payment shall be full compensation for furnishing all equipment and satisfactorily performing Work.
Payment will be made under: Item No. 456. Indentation Rumble Strips - 900 mm Width ....per Kilometer

SECTION 461-RESEALING ROADWAY AND BRIDGE JOINTS AND CRACKS

461.01 DESCRIPTION: This Work shall consist of removing the existing sealant material, cleaning the joint, and installation of silicone sealant in the roadway and bridge joints specified on the Plans. The Plans will designate the type of joint (transverse or longitudinal) location of joint (mainline, shoulders, ramps, acceleration/deceleration lanes) and type of joint (roadway, bridge) to be resealed and which type silicone to use (Type A, B, or C). The Engineer will determine the roadway and bridge cracks to be resealed and which type silicone to use. (If the Plans do not specify which joints to reseal, the Engineer will designate which ones are to be resealed after consulting with the State Maintenance Engineer.)

461.02 MATERIALS: All materials shall meet the requirements of the

following:

Silicone Sealant and Bond Breakers

833.06

Epoxy Resin Adhesives

886

461.03 CONSTRUCTION:

A. REMOVE EXISTING SEALANT: The existing sealant in the joints is to be completely removed. The Contractor shall exercise utmost care in this removal and cleaning operation to minimize damaging or enlarging the existing width of the joint. Any damaged areas are to be repaired by the Contractor at no cost to the Department.

B. DETERMINE DEPTH OF EXISTING JOINT: The depth of joint required shall be measured in order to determine if it is deep enough to accommodate the required thickness of sealant, any required bond breaker and provide the required recess below the riding surface. The backer rod is thicker after it is squeezed into the joint and this extra thickness must be

404

461.03
taken into account when determining the required depth of joint. If necessary, the Contractor shall saw the existingjoint deeper and wider to provide the required depth and width ofjoint specified on the Plans.
C. CLEANING THE JOINT: The joint shall be thoroughly cleaned of all foreign material including oil, asphalt, curing compound, sealant adhesive, paint, rust, etc., and existing sealant, if still present. The Contractor shall demonstrate to the Engineer, that the proposed method of cleaning old sealants or foreign material from joints will not widen the joints by more than 1 mm. In addition, the method shall not alter the joint profile including rounding of the top corner, or alter the texture of the concrete riding surface. Cleaning of the joint using chemical agents will not be allowed. The cleaning process shall produce a new, clean concrete face on the vertical faces of the joint.
D. INSTALLING BOND BREAKERS: Bond breakers (backer rod or tape) shall be selected and used in accordance with Section 833.06.B. Prior to installing a bond breaker, the joint or crack must be clean and dry. Any necessary cleaning, air blasting, or air-drying will be completed before placing the bond breaker and sealant. The backer rod shall be installed in the joint at the depth specified on the joint detail in the Plans or as directed by the Engineer and in accordance with Sub-Section 461.03.B. The diameter of backer rod used shall be at least 25% larger than the joint width. The width of some bridge joints may necessitate the use of a back up material other than the typically shaped round backer rod. Material is available in square or rectangular shapes. Also strips may be cut from sheet stock to fit properly into the joint. Approved bond breaking tapes may be used in place of backer rod in some applications. See Plan Details for various joint types.
E. INSTALLING SILICONE SEALANT: Silicone sealant shall be installed as soon as possible after the joint or crack has been cleaned and the bond breaker installed. This will ensure that the joint or crack remains clean and dry. If the joint or crack does become contaminated, damp, or wet, the bond breaker must be removed, if it has been installed, the joint or crack cleaned and dried, and a new bond breaker installed prior to placing the sealant. The air temperature at time of placement must be 4C or higher. Normally silicone sealant shall be applied by pumping only. The pump shall be of sufficient capacity to deliver the necessary volume of material to completely fill the joint to the specified width and height of sealant in one pass. The nozzle shall be of sufficient size and shape to closely fit into the joint and introduce the sealant inside the joint with sufficient pressure to prevent voids occurring in the sealant and to force the sealant into contact with the joint faces. A caulking gun with cartridge may be used for touch up work, small applications such as vertical runs with Type A silicone in a bridge deck joint when Type B or C silicone is being used, and to seal voids
405

461.03
and cracks with Type A silicone where Type B or C silicone might leak through. A caulking gun may also be used when sealing small cracks in the concrete.
Type A silicone sealant shall be tooled, after being placed, to provide the specified recess, thickness, and shape as shown on the Plans. Sufficient force shall be applied to the sealant in this tooling operation to force the sealant against the joint faces and ensure satisfactory wetting and bonding of the sealant to the joint faces.
Type Band C silicones are self-leveling and do not normally require tooling. Because of the consistency of these silicones it is imperative that the bond breaker completely close off all gaps and voids where the silicone might leak through. This may require that small pieces of backer rod be stuffed into these gaps and voids, a piece of bond breaking tape be put over the void, or the use ofType A silicone in that area. IfType "B" or "C" silicone is used and a backer rod is to be used it must be Type ''M.'' Type "L" backer rod cannot be used with Type "B" and "C" silicone. Sealant shall be placed to conform to the specified recess and thickness shown in the plans.
F. CLEANING PAVEMENT: After a joint or crack has been sealed, all surplus sealant or other residue on the pavement or structure surfaces shall be promptly removed.
G. OPENING TO TRAFFIC: Traffic will not be permitted over sealed joints or cracks until the sealant is tack free, cured sufficiently to resist displacement of the sealant due to slab movement or other causes, and until debris from traffic does not imbed into the sealant.
H. SPECIAL REQUIREMENTS: The following special requirements apply to this Work:
1. Air compressors used for cleaning joints and cracks shall be equipped with suitable traps capable of removing all surplus water and oil in the compressed air. The compressed air will be checked daily by the Engineer for contamination. No contaminated air shall be used. The compressor shall be capable of delivering compressed air at a continuous pressure of at least 600 kPa.
2. Unless otherwise specified on the Plans, the joints and cracks are to be . resealed after any specified grinding and they shall be resealed within
30 calendar days after grinding in anyone area is completed. If the Plans call for resealing prior to any specified grinding, the specified recess depth and depth of joint is to be increased by 6 - 10 mm to compensate for the depth of removal of pavement during grinding operation.
3. The Engineer shall determine the type (roadway or bridge), number, and location of cracks to be resealed. The crack is to be routed to depth specified on Plans by either wet or dry sawing with diamond or abrasive blades and any sawing residue or other contaminants thoroughly
406

500.02

removed. The sealant shall then be applied following procedures previously specified for placing sealant in joints. The quantities of crack sealing on either roadways or bridges are to be included in pay quantities for resealing roadway joints and cracks.

4. The bridge joints, including approach slab, to be resealed will be specified on the Plans. Unless otherwise indicated on the Plans, only non-armored joints (one sealant receptacle and all concrete surfaces on joint faces) are to be resealed.

5. Any failure of the sealed joint due to: (a) adhesion or cohesion failure of joint material (b) unsatisfactory or improper quality of work by Contractor (c) damage by Contractor's operations or public traffic (d) damage to the sealant due to displacement of the sealant from slab movements or insufficient cure before opening to traffic will be cause for rejection, and the joint shall be repaired to the Engineer's satisfaction at no additional cost to the Department.

461.04 MEASUREMENT: Joints and cracks resealed in accordance with these Specifications and Plan details will be measured in linear meters.

461.05 PAYMENT: Work performed and materials furnished and used as specified in the Contract and measured as noted above will be paid for as follows:

A Roadway joints and cracks and bridge cracks resealed will be paid for at the Contract Price bid per linear meter.

B. Bridge joints resealed will be paid for at the Contract Price bid per linear meter. Such payment will be full compensation for furnishing all materials and for all equipment, tools, labor, and incidentals necessary to satisfactorily complete the Work.

Payment will be made under: Item No. 461. Resealing Roadway Joints and Cracks, Type Item No. 461. Resealing Bridge Joints, Type

per Linear Meter per Linear Meter

SECTION SOO-CONCRETE STRUCTURES

500.01 DESCRIPTION: This work shall consist of the manufacture and utilization of Portland Cement Concrete in the construction of structures.

500.02 MATERIALS: All materials shall meet the requirements of the

following Specifications:

*Coarse Aggregate

800.01

Fine Aggregate Size No. 10

801.02

Dampproofing or Waterproofmg Material

(Bituminous)

826.01

**Portland Cement

830.01

407

500.03

**Portland-Pozzolan Cement Admixtures: Air-Entraining Admixtures Retarding Admixtures Water Reducing Admixtures Fly Ash Curing Agents Joint Fillers and Sealers Special Surface Coating Linseed Oil Mineral Spirits Water
***Graded Aggregate Graffiti Proof Coating

830.03
831.01 831.02 831.02 831.03 832 833 836 870.07.B. 870.07.D. 880.01 815.01 838.01

*Coarse aggregate may be either Class A or B of the designated size except when Limestone or Dolomite is used in bridge structures. When Limestone or Dolomite is used in bridge length structures, Class A coarse aggregate is required.
**Type I or Type II Portland Cement or Type IP Portland Pozzolan Cement
shall be used unless otherwise specified. Air-entraining cement shall not be used. ***The gradation requirements of graded aggregate are modified to
require 30 to 45 percent by weight passing the 2.00 mm sieve. Bridge sections containing duct enclosures for stressing tendons shall be
constructed with concrete using No.7 stone as maximum size.

500.03 CLASSES AND USES OF CONCRETE:

A. General: Classes and specific requirements for each class of concrete are tabulated in the Concrete Mix Table. The specific class of concrete to be used in a particular component of a structure will be shown on the Plan or called for in the Specifications. Various classes of concrete for specified uses shall be as follows: Class AAA - Prestressed Concrete Class AA1 - Precast Concrete as called for on Plans

Note No.1: This class may be used as high-early strength concrete if approved by the Engineer. The Engineer may approve the use of Type III cement in concrete used for this purpose. The Engineer may also specify the rate of compressive strength development when this concrete is used to expedite the contract.
Additional compensation will not be given for this concrete when it is used at the request of the Contractor.

Class AA- Bridge Superstructure Concrete or Precast Concrete as called for on Plans
Class A- General Purposes

Note No.2: Class A Concrete Deposited in Water, hereinafter referred to as Seal Concrete, shall be non-air entrained, with 10 percent additional cement

408

500.03
and sufficient additional water to provide a 150 to 200 mm slump.
Class B- Massive sections or lightly reinforced sections or miscellaneous non-structural concrete.
Class CS- (Portland Cement Concrete Subbase).
Note No.3: Class CS (Portland Cement Concrete Subbase)-this class to be used as a subbase where required by the Plans. Concrete subbase may be composed of a mixture of Portland Cement and graded aggregate or Portland Cement, aggregate, and sand.
E. ADMIXTURES: Additives are required when specified herein or as directed by the Engineer.
1. AIR-ENTRAINING ADMIXTURES: Air entraining additives are required for all bridge structure concrete except Seal Concrete and nonexposed footings. The agent may be used in other concrete to improve workability when job or material conditions dictate. When used as an option to improve workability or when required, the amount of entrained air shall not exceed the upper limit of entrained air content requirement in Table 500.03.
2. RETARDING ADMIXTURES: Concrete retarding additives shall be used in bridge concrete when the average temperature is above 18C (average of expected high and the predicted low). Normally, the additives will not be required for bridge curbs, handrails, crosswalks, or other appurtenances constructed separately from the decks. The use of retarders may be waived by the Engineer in substructure concrete when concrete can be placed within one (1) hour after batching.
3. WATER REDUCING ADMIXTURES: Water reducing agents may be used in Class AA concrete for bridge decks when conditions do not require the use of a retarder. The agent may be used in other concrete when job or materials conditions dictate a reduction in water requirements or when minimal retardation of set is desired. Type "F" water reducing admixtures may be allowed by the Laboratory when requested by the Contractor. Bridge sections containing duct enclosures for stressing tendons may be constructed with concrete utilizing Type F (AASHTO M 194) water reducer as approved by the Laboratory.
4. FLY ASH: Fly Ash may be used as an additive in all concrete to promote workability and plasticity. Fly ash may be used as a partial replacement for Portland Cement in all concrete provided the following limits are met:
a. The quantity of cement replaced shall be no more than 15% by weight.
b. Cement shall be replaced by fly ash at the rate of 1.0 kg to 1.5 kg of fly ash to 1.0 kg of cement.
409

500.03
c. The fly ash mix shall conform to the provisions of Sub-Sections 500.03 and 500.04.
d. Type IP cement shall not be used in mixes containing fly ash. Water-cement ratio shall be calculated based on the total
cementious material in the mix including fly ash.
5. GRANULATED IRON BLAST-FURNACE SLAG: When high-early strengths are not desired, Granulated Iron Blast-Furnace Slag may be used as a partial replacement for Portland Cement in all concrete, provided the following limits are met:
a. The quantity of cement replaced shall be no more than 50% by weight.
b. Cement shaH be replaced by slag at the rate of 1.0 kg of slag to 1.0 kg of cement.
c. The slag mix shan conform to the provisions of Sub-Section 500.03 and 500.04.
d. Water-cement ratio shall be calculated based on the total cementious material in the mix including Granulated Iron-Blast Furnace Slag.
e. Type IP cement or fly ash will not be permitted in slag mixes.

CLASS OF CONCRETE
"AAA" 'AA1" "AA' 'A' 'B' 'CS' GradedAgg.*
NOTE:

CONCRETE MIX TABLE 500.03

COARSE AGGREGATE 2
SIZE NO.
67,68 67,68 56,67,67 56,67,67 56,67,67 66,67,67,

MINIMUM CEMENT FACTOR 6
KGIM3
400 400 376 360 280 166

MAXIMUM WATER/CEMENT
RATIO KGIKG
0.440 0.440 0.446 0.490 0.660 1.400

SLUMP ACCEPTANCE 5
LIMITS (MM.) LOWER-UPPER

50

100

50

100

50

100

50

100

50

100

90

ENTRAINED AIR ACCEPTANCE 3 & 7
LIMITS(%) LOWER-UPPER

2.5

6.0

2.5

6.0

3.5

7.0

2.53

6.0

0.0

6.0

3.0

7.0

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS (MPa)
35 30 25 20 15 7

1. Portland Cement may be partially replaced with fly ash as provided in Sub-Section 500.03.B.4 or with Granulated Iron BlastFurnace Slag as provided in Sub-Section 500.03.B.5.

2. Specific size of coarse aggregate may be specified.

3, Lower limit is waived when air entrained concrete is not required.

4, The mixture will be capable of demonstrating a laboratory compressive strength at 28 days of 7 MPa + 0.18R*. Compressive strength will be determined based upon result of six cylinders prepared and tested in accordance with AASHTO T 126 and T 22.
= * Where R difference between the largest observed value and the
smallest observed value for all compressive strength specimens at 28 days for a given combination of materials and mix portions prepared together.

410

500.04
5. Designed slump may be altered by the Laboratory when Type "F" water reducers are used. 6. Minimum cement factor shall be increased by 30 kg/m3 when Size No.7 Coarse Aggregate is used.
7. When Class A is specified for bridge deck concrete, the entrained-air acceptance limits shall be 3.5% to 7.0%.
500.04 QUALITY OF CONCRETE:
A. GENERAL: The Contractor shall be responsible for concrete mix designs, batching, mixing, delivering, and placing concrete in accordance with the Specifications. Concrete mixes shall meet requirements of the Concrete Mix Table. Properties of concrete will be determined by the applicable method in the Sampling, Testing, and Inspection Manual.
B. CONCRETE MIX DESIGNS: Concrete mix designs shall be submitted to the Office of Materials and Research for approval. Mix proportions that contain materials from approved sources and produce concrete that meets these Specifications will be approved. Concrete mix design proportions may be approved by a method listed below.
1. SPECIFIC PROPORTIONS: The Contractor may request approval of specific concrete mix design proportions for designated classes of concrete. Request shall contain at least the following information:
a. The source of each material.
b. The apparent specific gravity of cement and fly ash if used, bulk specific gravity (saturated surface dry) of each aggregate and the percent absorption of each aggregate.
c. The amount of each material required to produce a cubic meter of concrete.
d. Proportions of admixtures per cubic meter of concrete and limitations as accompany the use thereof.
e. The proposed slump and air content of the design.
Evidence that the proposed mixture will conform to provisions of SubSections 500.03 and 500.04.
2. READY TO MIX DESIGN PROPORTIONS: Ready mix concrete plants that are approved in accordance with Laboratory SOP, Quality Assurance for Ready Mix Concrete Plants in Georgia, are authorized to submit concrete mix designs for approval. The Contractor may secure approved concrete mix designs from authorized ready mix concrete plants.
3. LABORATORY DESIGN PROPORTIONS: Laboratory design proportions are available for commonly used materials combinations. The Contractor may obtain these mixes by directing a written request to the State Highway Materials and Research Engineer. Request shall be for specific classes of concrete and shall specify the source of all ingredients. The Contractor may select a combination of materials from
411

500.04

approved sources and request the Laboratory to determine a mix that meets requirements in Table 500.03. The proportions will be established for strength and workability under laboratory conditions.
4. CEMENT FACTOR: The minimum cement factor for each class of concrete is established in Table 500.03. Concrete mixes shall contain sufficient cement to produce adequate workability within the specified water-cement ratio.
5. COMPRESSIVE STRENGTH: Concrete mix designs which do not have a performance record of use by the Department shall be required to meet minimum laboratory strength requirements. Laboratory acceptance strength shall be determined by at least eight compressive test specimens prepared and cured in accordance with AASHTO T 126. The Specimens shall be made from two or more separate trial batches. An equal number of specimens shall be made from each batch. The minimum acceptance strength shall be:

X= fc + 2.0s

where: X is the minimum average strength or acceptance strength, fc is the required minimum compressive strength for each class of concrete from the concrete mix Table, 500.03, s is the average standard deviation of all 28-day specimens made in the field representing concrete of a given class from all ready mix plants. The standard deviation has been determined as follows:

Class of Concrete

~

B

2.5

A

~5

AA

4.3

AA-1

3.7

AAA

3.4

When job site test specimens fail to meet the strength requirements in Table 500.03., final acceptance or rejection of concrete in place may be determined by coring or non-destructive testing.
6. BATCHING CONTROLS: Concrete shall be batched in accordance with proportions of an approval mix design. The Contractor will take the action necessary to ensure that concrete materials are from the designated sources and that batch weights are corrected to account for surface moisture in aggregates. Batching control tests shall be conducted in accordance with procedures in the Sampling, Testing, and Inspection Manual.

7. ACCEPTANCE TOLERANCES: Measurements for acceptance tolerances will be made immediately before concrete is placed in the forms. The
applicable tests shall be conducted in accordance with procedures established in the Sampling, Testing, and Inspection Manual. Acceptance tolerances for each class of concrete are listed in the Concrete Mix Table.

412

500.05
500.05 CONCRETE MANUFACTURING:
A. GENERAL: Concrete manufacturing shall consist of suitably combining the necessary ingredients to produce Portland Cement Concrete which meets the requirements of these Specifications.
B. CONCRETE PLANT REQUIREMENTS: Concrete shall be manufactured at plants that qualify as approved sources in accordance with the Standard Operating Procedure for Ready Mix Concrete.
1. RECORDS: The concrete plant shall transmit delivery tickets with each load of concrete delivered to the worksite. The tickets shall contain information which includes the Project designation, date, time, class and quantity of concrete, the actual batch proportions, the free moisture content of aggregates, the quantity of water withheld, and the concrete mixing revolutions. The Contractor shall provide the Engineer with one of the delivery tickets. If available forms do not contain the required information, the Engineer may provide one for use.
2. MATERIALS STORAGE AND HANDLING:
a. AGGREGATE STOCKPILE: Areas used for stockpiles shall be firm, reasonably level, well drained, and free of sod or foreign matter. Aggregate of different types or of the same type but from different sources shall be stored separately. Stockpiles shall be formed by methods and equipment which does not cause segregation, contamination or degradation. The Engineer may reject improperly formed stockpiles.
Aggregate shall be stockpiled for sufficient time to permit stabilization of moisture content. Aggregates stored in pits containing water or in silos containing water shall not be used.
b. AGGREGATE HANDLING: Aggregate handling equipment shall be operated in a manner that minimizes segregation, breakage, spillage, contamination and mixing of the sizes and types of aggregates.
c. CEMENT STORAGE: Cement shall be stored as specified below. Cement that is caked, lumpy, or contaminated shall not be used, and the entire quantity shall be rejected.
(1) BULK CEMENT: Bulk cement is required for all uses unless the Engineer grants permission for the use of bag cement. Bulk cement shall be stored in bins or silos designed for such purpose. Storage containers shall be moisture-proof and contain a mechanism that provides for the free flow of cement from the discharge opening.
(2) DIFFERENT BRANDS: Cement of different brands, or types, or from different mills shall be stored and use9 separately.
d. ADMIXTURE STORAGE: Admixtures shall be stored and dispensed as recommended by the manufacturer. Storing and dispensing should be handled in a manner as to prevent any type of contamination.
413

500.05
3. MEASURING MATERIALS:
a. CEMENT: Bulk cement shall be measured by weight on scales to an accuracy of plus or minus one percent of the designated weight. If the Engineer permits the use of bag cement, the batch shall be so proportioned that only whole bags will be used.
b. AGGREGATES: All aggregates shall be measured by weight on scales to an accuracy of plus or minus two percent of the designated weight and the Contractor shall be responsible for ensuring that proper aggregate surface moisture corrections are applied.
c. WATER: Water may be measured by volume or weight. The measuring system shall be constructed to be independent of fluctuation in water pressure and it shall measure the designated amount within an accuracy of plus or minus one percent. Measuring systems shall have outside taps and valves to facilitate plant calibrations. Wash water shall not be used as mixing water.
(1) ADDING WATER AT THE JOBSITE: Preferably all water will be added at the concrete plant and indiscriminate additions at the jobsite will not be permitted. However, with the Engineer's approval, small additions of water may be added at the jobsite when placement conditions require concrete of a more workable consistency than is delivered. The Contractor will determine the quantity of water required to provide the necessary consistency. The Engineer will not approve additions of water that will cause the total amount of water to exceed the maximum water/cement ratio established in the Concrete Mix Table. Neither will water be added to concrete that has begun to set, due to excessive mixing, or to concrete which has exceeded mixing or haul time limitations.
When water is added at the jobsite, it shall be done under carefully controlled conditions. The delivery vehicle shall be positioned in a manner that will not affect the measuring operation. Water shall be carefully measured and injected into the mixer with sufficient force to facilitate uniform mixing. Additions of water shall be made before an appreciable amount of concrete has been discharged. Repeated additions of water will not be permitted after discharge of concrete begins.
After water is added at the jobsite, the concrete shall be mixed 30 additional mixing revolutions. All mixing shall be completed before the total revolutions at mixing speed exceeds 150.
The addition of any quantity of water sufficient to produce a slump in excess of that specified in the Concrete Mix Table shall be cause for rejection of concrete. The Contractor shall bear all cost related to the rejection and removal of rejected concrete.
d. VOLUMETRIC PROPORTIONING: Concrete ingredients may be proportioned volumetrically when non-air entrained concrete is used in miscellaneous concrete, non-exposed footings, or culverts smaller than
414

500.05
bridge culvert size. Volumetric proportioning will require the equipment, calibration
and operation of the equipment to be approved by the Engineer and the operator to be certified by the Office of Materials and Research. Equipment specifications established in ASTM C 685 shall be required. The concrete producer shall conduct calibration tests at intervals not exceeding six months. Also the equipment shall be calibrated for each new concrete mix prior to production.
e. ADMIXTURES: Admixtures shall be measured by weight or volume. As measured, admixtures shall be within plus or minus three percent of the required amount.
4. BATCHING PLANTS:
a. BINS: All bins shall be of adequate capacity for the concrete production required. They shall be supported upon a rigid framework, founded upon a stable foundation capable of holding them in a safe and secure position. Each compartment shall be designed to discharge efficiently and freely into the weigh hopper. Positive means of control shall be so provided that as the quantity desired in the weigh hopper is approached, the material may be added more slowly and shut off precisely. The discharging mechanism shall not permit loss of material when it is closed. Aggregate storage bins shall be constructed sufficiently tight to prevent leakage of material and they shall be divided into at least one compartment for the fine aggregate and one compartment for each size of coarse aggregate to be used. The compartment partitions shall be sufficiently tight and high enough to prevent the intermingling of the several materials. Cement bins shall be leak-proof and moisture-proof, and shall be provided with a vibrator or other means to aid the flow of cement from the bin.
b. WEIGH HOPPERS: Weigh hoppers shall consist of suitable containers freely suspended from scales. Weigh hoppers and storage hoppers shall be of sufficient capacity to maintain the required rate of concrete placement established in Sub-Section 500.06.B. The hoppers shall be equipped with a discharge mechanism which prevents leakage or loss of material when closed. Hoppers shall be vented to permit air to escape and shall be equipped with vibrators or other equipment that ensures complete and efficient discharge of materials. The cement weigh hopper shall contain a dust seal and shall be equipped with a port or valve for obtaining cement samples.
c. SCALES: Scales used for weighing concrete materials shall have an accuracy within plus or minus one percent under operating conditions. It shall be the owner's responsibility to demonstrate the accuracy of scales when directed by the Engineer. Scales shall be kept clean and in good operating condition. The scale operator shall have an unobstructed view of all indicating devices and shall have convenient access to all controls.
415

500.05
5. MIXERS AND AGITATORS:
a. GENERAL: Mixers may be either stationary mixers or truck mixers. Agitators may be either truck agitators or truck mixers operating at agitating speed. Each mixer or agitator shall have a legible metal plate or plates attached in a prominent location, and these plates shall be marked to indicate the rated capacity in cubic meters for mixing and/or agitating. Truck mixers shall be equipped with approved revolution counting devices in good operating condition. Stationary mixers shall be equipped with acceptable discharge locking devices which will permit discharge only after the specified mixing time has elapsed.
b. STATIONARY MIXERS: Stationary mixers shall be capable of combining the several concrete ingredients within the specified time when loaded to capacity. The ingredients shall be combined into a thoroughly mixed, homogeneous, uniform mass. The mixer shall efficiently discharge the mass with a satisfactory degree of uniformity falling within the tolerances allowed below in Sub-Section 500.05.B.5.e, ''Mixer Performance Test."
c. TRUCK MIXERS: Truck mixers shall meet the same requirements as specified for stationary mixers.
d. AGITATORS: Agitators shall be capable of maintaining the mixed concrete in a thoroughly mixed, homogeneous, uniform mass and of efficiently discharging it with a satisfactory degree of uniformity falling within the tolerances allowed in Sub-Section 500.05.B.5.e, "Mixer Performance Test."
e. MIXER PERFORMANCE TEST: Mixer performance may be evaluated at the discretion of the Engineer. The Mixer Performance Test will be made by measuring the slumps of concrete taken approximately at the one-quarter and three-quarter points of the batch discharge. If these two slump values differ by more than 50 mm, the mixer or agitator shall not be used until it can meet the requirements of the test. However, the Engineer may permit the continued use of such equipment provided that the above 50 mm tolerance can be met by using a longer mixing time or a smaller batch. In any event, the mixer shall produce concrete which meets the requirements specified in the Concrete Mix Table.
6. MIXING AND DELIVERY:
a. GENERAL: The following general requirements shall apply to all mixers and agitators:
(1) The total number of 150 revolutions at mixing speed shall not be exceeded. All concrete shall be discharged from truck mixers before drum or blades have revolved 300 revolutions including revolutions at agitating speed. Mixing speed shall be as defined by the manufacturer for the mixing equipment or from six to 18 revolutions per minute when the manufacturer's definition of mixing speed is not available.
416

500.05
(2) Mixer trucks shall not haul more than the rated capacity in cubic meters shown on their attached plates.
(3) When discharged, their entire contents shall be removed before the materials are placed for the next batch.
(4) They shall be cleaned as often as necessary to prevent the accumulation of concrete and grout. Cleaning water shall not be discharged into any pipe, catch basin, or other structure. If cement or ~egates accumulate in such structures due to discharging of cleaning water, they shall be immediately removed at the Contractor's expense.
b. HAUL TIME LIMITATIONS: All concrete shall reach its final position in the forms within one hour after the cement has been added to the aggregates, unless retarders or water reducers are used, in which case, a time limit of up to one and one half hours will be allowed.
c. CENTRAL MIXED CONCRETE: The mixing time for central mixed concrete will be determined by the Engineer, but it shall not be less than one minute for stationary mixers of up to one cubic meter capacity. The minimum time shall be increased by 15 seconds for each additional cubic meter or fraction thereof For mixers whose capacity exceeds two cubic meters, the minimum time may be 90 seconds, provided that the resulting mixture is homogeneous and the requirements of Sub-Section 500.05.B.5.e., "Mixer Performance Test," are met. Mixing time requirements may be waived for stationary mixers of improved types or new designs which produce homogeneous concrete in less time than that established for a particular capacity by the foregoing. For these types of mixers, a mixing time of not less than one minute may be established by the Engineer. Mixing time shall begin when all cement and aggregates have been placed in the mixer. The batches shall be charged into the mixer so that some water will enter in advance of the cement and aggregates, and all water shall be in the mixer by the end of the first one-quarter ofthe specified mixing time.
d. SHRINK MIXED CONCRETE: When shrink mixed concrete is used, the batches shall be mixed as specified in Sub-Section 500.05.B.6.a., and the initial mixing shall be done in a stationary mixer for a minimum time of 30 seconds to intermingle the ingredients thoroughly. Final mixing shall be done in truck mixers and all concrete shall be discharged before drum or blades have exceeded 300 revolutions. Truck mixing at mixing speed shall not exceed 100 drum or blade revolutions except as allowed when additional water is added in accordance with the provisions of Sub-Section 500.05.B.3.c.(l).
e. TRANSIT MIXED CONCRETE: Concrete which is to be mixed completely in a truck mixer shall have all of its ingredients placed into the mixer at the concrete plant, except that quantity of water which may be withheld in accordance with Sub-Section 500.05.B.3.c. After the truck is loaded, it shall begin operating at either agitating or mixing speed;
417

500.06
however, mixing speed shall begin within 30 minutes after the truck mixer is loaded. The concrete shall be mixed for not less than 70 nor more than 150 revolutions at mixing speed. All revolutions in excess of those specified for mixing speed shall be done at agitating speed, and all concrete shall be discharged before 300 drum or blade revolutions have been exceeded.
500.06 PRODUCTION AND PLACEMENT CAPACITY REQUIREMENTS:
A GENERAL: Production and placement capacity shall be sufficient to assure continuous mixing, placing, and finishing of the concrete in each unit of pour during daylight hours. However, the Contractor may be permitted to place concrete at night if adequate lighting facilities are used and prior approval of the proposed operations and facilities is r~ceived. It shall be the responsibility of the Contractor to assure the Engineer that an adequate supply of concrete will be furnished and placed to meet the requirements specified below in SubSection 500.06.B. Should the Contractor fail to complete a pour for any reason, the Engineer will require the Contractor to form an approved construction joint or to remove the partial pour or to take other remedial measures directed by the Engineer. This shall be done at the Contractor's expense unless the fault lies solely with the Department.
B. MINIMUM RATE OF PLACEMENT: The Contractor shall have enough supervision, personnel, equipment, tools, and materials to assure the proper production, placement, and finish of concrete in each unit of pour in accordance with the minimum requirements for rate of placement specified below. Should the Contractor fail to properly produce, place, and subsequently finish concrete in accordance with these minimum requirements, the Engineer may reject the pour, and will not allow further placement operations of a similar nature and size until corrective measures have been taken which assure the Engineer that minimum placement requirements can be met.
1. BRIDGE SUBSTRUCTURE:

Pour Size, In Cubic Meters
19 20-39 40-59 60-75 76 and over

Minimum Rate of Placement, In Cubic Meters Per Hour.
8 12 15 20 25, or as designated on
the Plans or in the Special Provisions.

Column placement need not conform to the above rates, but shall meet the requirements of Sub-Section 500.06.B.3.b.

418

2. BRIDGE SUPERSTRUCTURE:

500.07

Pour Size, In Cubic Meters
0-19 20-39 40-59 60 and over

Minimum Rate of Placement,
In Cubic Meters Per Hour. 12 15 20 25 or as designated on the Plans or in the Special Provisions.

Handrail, parapet, curb, and barrier pours need not conform to the above rates, but they shall be poured at a rate satisfactory to the Engineer.

3. CULVERTS: The minimum rate of placement shall be as follows:
a. FOOTINGS AND SLABS: The same as for bridge substructures.
b. SIDEWALLS AND WINGWALLS: The rate of pour shall proceed so that fresh concrete is not placed on concrete which has attained its initial set. All concrete shall be covered with fresh concrete within 45 minutes.
4. RETAINING WALLS: The minimum rate of placement shall be as follows:
a. FOOTINGS: The same as for bridge substructures.
b. WALLS: The same as for Sub-Section 500.06.B.3.b.
C. PRE-POUR CONFERENCE FOR BRIDGE DECK PLACEMENT: Prior to beginning deck placement operations on each Project, and on individual deck pours of an unusual nature, the Engineer will schedule a pre-pour conference with the Contractor's project supervisory personnel and a representative ofthe concrete supplier, if applicable. Topics of discussion shall include the method of supporting the reinforcing steel, final check of screed settings, anticipated rate of placement, number of personnel and type of equipment to be used, curing methods, adverse weather placement procedures, emergency procedures and any other details pertinent to the Work.
500.07 FALSEWORK:
A. GENERAL: The following requirements shall apply to falsework on all structures other than post-tensioned box girders.
1. DESIGN CRITERIA: Falsework shall be designed and constructed by the Contractor in a logical manner which will readily lend itself to a rational analysis by a commonly accepted theory of structural design and which will result in material stresses which do not exceed safe working values. All falsework structural components located within an individual permanent span and performing the same or similar function shall have the same geometric properties and shall be of the same type of material.

419

500.08
All falsework shall be designed and constructed to support the imposed loads without appreciable settlement or deformation. The Contractor shall provide satisfactory means to compensate for settlement which may occur. For the design offalsework and centering, concrete shall be considered as a liquid, and the following weights shall be used:
23.6 kN/m3 for vertical loading 13.4 kN/m3 for horizontal loading.
In addition, a live load of 3.6 kN/m2 shall be included for deck placement operations.
2. FALSEWORK SUPPORT: Falsework shall be supported on piling which shall be driven and removed as directed, or founded on a footing satisfactory to the Engineer.
3. CAMBER AND GRADE: Falsework shall be constructed and set to give the finished structure the specified camber and finished grade. The Contractor shall place "tell-tales" at locations directed by the Engineer for observation of the amount offalsework settlement.
4. RESPONSIBILITY FOR FALSEWORK: The Contractor shall be responsible for the design, construction, protection, and performance of falsework. The Contractor shall repair, or remove and replace, as directed, any concrete, other material, or portions of the structure which are damaged or destroyed due to failure of the falsework. All repairs, removal and replacement, as directed, shall be at the Contractor's expense.
5. FALSEWORK PLANS: The Contractor shall submit for review detailed falsework plans for all spans under which traffic must flow, and the Engineer may require the Contractor to submit plans for spans which do not accommodate traffic. In no case will the Contractor be relieved of responsibility for the falsework.
B. PRESTRESSED POST TENSIONED CONCRETE STRUCTURES: See Contract Special Provisions.
500.08 FORMS:
A. DESIGN CRITERIA: Forms, including their bracing and supports, shall be of sufficient strength to support the wet concrete and other loads and forces incidental to construction operations, without bulging between supports or bracing, and without other deviation from the neat lines and contours shown on the Plans. The design criteria shall be the same as specified for falsework in Sub-Section 500.07.A. If retarded concrete is to be used, due consideration shall be given in the design of the forms. Special attention shall be given to support spacing, ties, and bracing. When formwork appears to be inadequately supported, tied, or braced, either before or during concrete placement operations, the Engineer may require that the operation be stopped until the apparent defects have been properly remedied. The Engineer may require the Contractor to submit
420

500.08
detailed plans for review, but in no case will the Contractor be relieved of responsibility for the formwork.
B. MATERIAL: Except as noted, forms may be fabricated from lumber, plywood, metal, plastic, or a combination thereof. All material shall be free of defects which materially affect form strength or materially impair the accuracy or appearance of the concrete surface. Lumber for all surfaces shall be sized and dressed, and have a nominal thickness not less than 25 mm. Header forms used as screed supports, and forms for the face of curbs shall be a minimum nominal thickness of 50 mm. Lumber used to form outside vertical surfaces of exterior beams or girders shall be lined with an approved form liner. Chamfer strips shall be mill-produced from high quality lumber free from defects, shall be dressed and finished on all three sides, and sized to the proper dimension. Plywood of minimum 16 mm thickness may be used in lieu of the 25 mm nominal thickness lumber specified above, provided it is of a type made especially for general concrete form use. Plywood used to form open joints and as form liner shall have a minimum thickness of 6 mm. Metal or plastic may be used to form any surface provided such forms meet the approval of the Engineer and satisfactory results are obtained. Tempered fiberboard may be used for form liners provided it is at least 6 mm thick. Thicknesses of 3 mm tempered fiberboard may be used, but only to form open joints, and shall be supported by spacers of a suitable type and arrangement. Approved synthetic materials may be used to form open joints and for other special uses.
C. FORM CONSTRUCTION DETAILS:
1. GENERAL: All forms shall be constructed and maintained in a mortar tight condition. They shall also be constructed in a manner which will facilitate their easy removal without injury to the concrete unless stayin-place forms are used. They may be beveled at projections such as beam copings, girders, and the like to aid in their removal. Chamfer strips shall be placed so that all exposed edges will be chamfered by the required amount. All chamfers shall be 19 mm unless otherwise shown. Chamfer strips, blocks, and bracing shall be removed with the forms, and no part of a wooden form shall remain in the concrete. The use of tin or other metal for patching shall be limited to those areas of the superstructure lying between the inside faces of the exterior beams, inclusive of these inside faces. All forms shall be built, lined, and braced so that the formed concrete surface will be in reasonably close conformity with the dimensions, lines, and grades shown on the Plans. When shown on the Plans, Water Stops shall be spliced to form continuous water-tight joints and held rigidly in position while concrete is bring placed. No concrete shall be placed in any form until the form has been inspected and approved. Such inspection and approval will not relieve the Contractor of the responsibility of obtaining satisfactory concrete surfaces free of warping, bulging, or other defects. In the event unsatisfactory results are obtained, the defects shall be repaired by
421

500.08
approved methods, or the affected portion of the work shall be removed and replaced, all as directed by the Engineer. Any repair, or any removal and replacement, shall be at the expense of the Contractor.
2. LUMBER: Wood forms shall not be made of scrap material, and patchwork will not be allowed. All joints shall be staggered, except those between abutting panels.
3. PLYWOOD SHEATHING: Where plywood is nailed directly to form studs, the stud spacing shall not exceed 400 mm. Plywood shall be used in full sheets wherever practical, and patchwork with small, irregular pieces will not be allowed. The layout of the plywood sheets shall be subject to approval.
4. FORM LINER: Plywood or other approved form liner shall be used in large sheets, and their proposed layout shall be subject to approval. Patchwork will not be allowed, and irregular location ofjoints shall be avoided.
5. METAL FORMS: Metal forms shall produce a finished concrete unit equal to or better than that produced by comparable wooden forms. The surfaces of metal forms to be in contact with concrete shall have all bolts and rivets countersunk and all welds ground smooth in order to provide a smooth plane surface.
6. METAL TIES, ANCHORAGES, and HANGERS: Metal ties, anchorages, and hangers used in form construction and allowed to remain in the finished concrete shall be so constructed as to permit their removal to a depth of at least 25 mm from the face without injury to the concrete. Welding of form supports to girder or beam flanges in continuous or cantilever spans will be allowed only within the areas of the flange which are in compression. When ordinary wire ties or snap ties are permitted, they shall be cut back at least 10 mm from the face of the concrete. All fittings for metal ties shall be so designed that the cavities to be pointed up upon their removal will be the smallest possible.
7. HEADWALL FORMS: Headwall forms for skewed pipe shall be built parallel to the roadway centerline or at right angles to the radius on curves. The pipe shall be laid long enough to extend through the headwall form, and after the concrete is poured and has thoroughly hardened, the protruding pipe ends shall be carefully cut and properly dressed so that no ragged edges remain. If the Contractor elects to build a circular form which will exactly fit the Pipe circumference and the face of the headwall form, this method may be used as an alternate.
8. FORM OIL: Either just before their erection or just before bar reinforcement steel is placed, forms shall be coated with a suitable clear oil or other satisfactory bond breaker which will prevent adherence of the concrete to the forms, but will not stain nor soften the concrete surface. Form oil shall not be applied by reaching or pouring through previously placed reinforcement steel.
422

500.08
D. REUSE OF FORMS: Forms and form material may be reused if they are in good condition and are satisfactory. Forms and form materials which are warped, cracked, split, bulged, or which have a separation of plies or unsatisfactory form liner shall not be used. Used forms shall be mortar tight, and they shall produce a finished concrete unit which is similar in all respects to that produced by new forms.
E. PERMANENT STEEL BRIDGE DECK FORMS FOR CONCRETE DECK SLABS:
GENERAL: Unless otherwise designated on the Plans, Permanent Steel Bridge Deck Forms for Concrete Deck Slabs of Bridges may be used when used in accordance with these Specifications. The use of permanent steel bridge deck forms as a forming system shall not relieve the Contractor of responsibility to provide a structurally satisfactory slab.
MATERIALS: Permanent steel bridge deck forms and supports shall be fabricated from steel conforming to ASTM A 446M (Grades A through E) having a coating designation of Z450 according to ASTM A 525M.
DESIGN: The following criteria shall govern the design of permanent steel bridge deck form.
1. The steel forms shall be designed on the basis of dead load of form, reinforcement and plastic concrete plus 2.4 kN/m2 for construction loads. The unit working stress in the steel sheet shall be not more than 0.725 of the specified minimum yield strength of the material furnished, but not to exceed 250 MPa.
2. Deflection under the weight of the forms, the plastic concrete and reinforcement shall not exceed 1/180 of the Design span or 13 mm whichever is less, without the use of intermediate supports, but in no case shall this deflection be based on a loading ofless than 5.7 kN/m2 total. The permissible form camber shall be based on the actual dead load condition. Camber shall not be used to compensate for deflection in excess of the foregoing limits.
3. The design span of the form sheets shall be the clear span of the form plus 50 mm measured parallel to the form flutes.
4. Physical design properties shall be computed in accordance with requirements of the American Iron and Steel Institute Specification for the Design of Cold Formed Steel Structural Members, latest published edition.
5. All bottom reinforcement shall have a minimum concrete cover as shown in the following sketch.
6. The plan dimensions of both layers of primary deck reinforcement from the top surface of the concrete deck shall be maintained. Precast mortar blocks will not be permitted to be used for support of deck
423

500.08
reinforcement. All reinforcement shall have minimmn concrete cover of 25 mm. Details and types of bar supports shall be submitted to the Department for approval prior to placement of deck reinforcement of the forms.
7. Permanent steel bridge deck forms shall not be considered as lateral bracing for compression flanges of supporting structural members.
8. Permanent steel bridge deck forms shall not be used in panels where longitudinal deck construction joints are located between stringers.
9. Welding to flanges in tension or to structural steel bridge elements fabricated from non-weldable grades of steel, shall not be allowed. All welding of Metal Deck Forms or supports for Metal Deck Forms shall be done by welders certified by the Department.
10. Fabricators shop and erection drawings shall be submitted to the Engineer for approval. These plans shall indicate the grade of steel, the physical and section properties for all permanent steel bridge deck form sheets and a clear indication of locations where the forms are supported by steel beam flanges subject to tensile stresses.
CONSTRUCTION: All forms shall be installed and maintained in a mortar tight condition and in accordance "vith approved fabrication and erection Plans. The method of forming for highway bridges shall conform to either Method 1, or Method 2 described as follows:
Method 1: Forms shall be placed so that the ribs of the forms coincide with the spacing of the bottom transverse reinforcing in the slab.
Method 2: Forms shall be placed with 25 mm minimmn clearance between the top of the form and the bottom of the main deck reinforcement.

" DEPTH OF SLAB ANO BAR SPACING PER CONTRACT ORAW I NGS.

F==:t==::::f::==~co ;

ibVER MIN.

.. Cl.
~ ~ 25 rom MIN.

r:;::=:t===1==::;:::::j ,I , MI 0

-t-.p::"r---F'\---'-."e:;,,=~--~ gV;~R=M:::r==F:~

. * 10 rom 3 L 35 mm* *

* *' THESE DIMENSIONS HOLD WHEN TRANSVERSE

BOTTOM BAR IS A 15M AND MINIMUM COVER
IS 25 mm.

UAIN REINF.

The method offorming for railroad bridges shall be as follows: The forms shall be placed so the tops of the form ribs adjacent to the beam flange are at the Plan bottom of the deck slab. Full slab depth as detailed on the Plans shall be maintained and form ribs shall never project above the Plan bottom ofthe deck slab. Form sheets shall not be permitted to rest directly on top of the
424

500.08
stringer or floor beam flanges. Sheets shall be securely fastened to form supports by self drilling screw fasteners and shall have a minimum bearing length of 25 mm at each end. Form sheets shall not be fastened to form supports by welding. Fastener pins driven into place by a power activated tool may be used if approved by the Engineer. No loose sheets or accessories shall be left in place on the deck at the end of a day's work. Form supports shall be placed in direct contact with the flange of stringer or floor beam. All attachments shall be made by permissible welds, bolts, clips, or other approved means. However, welding of form supports to flanges of steel not considered weldable and to portions of flange subject to tensile stresses shall not be permitted. Welding and welds shall be in accordance with the provisions of AWS D 2.0 pertaining to fillet welds except that 3 mm fillet welds will be permitted.
Any permanently exposed form metal where the galvanized coating has been damaged shall be thoroughly cleaned, wire brushed and painted with two coats of zinc oxide-zinc dust primer. Federal Specification TT-P-641d, Type II, no color added, to the satisfaction of the Engineer. Minor heat discoloration in areas of welds need not be touched up.
Forms may be stored; however, the stored forms shall not be in contact with the ground.
Transverse construction joints shall be located at the bottom of a flute and 6 mm weep holes shall be field drilled at not less than 300 mm on center along the line ofthe joint.
BRIDGE DECK CONCRETE PLACEMENT: Concrete shall be placed in accordance with the Contract Specifications. Direction of pour shall be in the same direction as the overlap. (See shop drawings). Particular emphasis shall be placed on proper vibration of the concrete to avoid honeycomb and voids, especially at construction joints, expansion joints, and valleys and ends ofform sheets. Pouring sequences, procedures and mixes shall be in accordance with the Plans and Specifications. Calcium chloride or any other admixture containing chloride salts shall not be used in the concrete placed on permanent steel bridge deck forms.
INSPECTION OF PERMANENT STEEL BRIDGE DECK FORMS: The Contractor's method of construction will be carefully observed during all phases of the construction of the bridge deck slab. These phases include installation of the metal forms, location and fastening of the reinforcement; composition of concrete items; mixing procedures, concrete placement and vibration; and finishing of the bridge deck. Should the Engineer determine that the procedures used during the placement of the concrete warrant inspection of the underside of the deck, the Contractor shall remove at least one section of the forms at a location and time selected by the Engineer for each span in the
425

500.08
Contract. This should be done as soon after placing the concrete as practicable in order to provide visual evidence that the concrete mix and the Contractor's procedures are obtaining the desired results. An additional section shall be removed if the Engineer determines that there has been any change in the concrete mix or in the Contractor's procedures warranting additional inspection.
After the deck concrete has been in place for a minimum period of 2 days, the Engineer will direct the selection of areas of the deck to be sounded with a hammer. A minimum of 2 areas for each slab pour will be thoroughly checked for soundness and bonding of the forms. These 2 areas will encompass a minimum of 10% of the area of the total deck pour. Other areas of the deck will be randomly sounded. If areas of doubtful soundness are disclosed by this procedure, the Contractor will be required to remove the forms from such areas for visual inspection after the pour has attained adequate strength. This removal of the permanent steel bridge deck forms shall be at no cost to the Department.
At locations where sections of the forms are removed, the Contractor will not be required to replace the forms, but the adjacent metal forms and supports shall be repaired to present a neat appearance and assure their satisfactory retention. As soon as the form is removed, the concrete surfaces will be examined for cavities, honeycombing and other defects. If irregularities are found, and it is determined by the Engineer that these irregularities do not justify rejection of the work, the concrete shall be repaired. as the Engineer may direct and shall be given an Ordinary Surface Finish, in accordance with the Contract Specifications. If the concrete where the form is removed is unsatisfactory, additional forms, as necessary, shall be removed to inspect and repair the slab, and the Contractor's methods of construction shall be modified as required to obtain satisfactory concrete in the slab. All unsatisfactory concrete shall be removed or repaired as directed by the Engineer.
The amount of random sounding and form removal may be moderated, at the Engineer's discretion, after a substantial amount of slab has been constructed and inspected, if the Contractor's methods of construction and the results of inspections as outlined above indicate that sound concrete is being obtained throughout the slabs.
The Contractor shall provide all facilities as are reasonably required for the safe and convenient performance of the Engineer's inspection procedures.
PAYMENT: There will be no separate payment for any extra reinforcing, concrete or other costs incurred by the Contractor due to the requirements of this Specification. All costs shall be included in the lump sum prices bid for Superstructure Concrete and Superstructure Reinforcement.
426

500.08
F. PRESTRESSED CONCRETE DECK PANELS FOR HIGHWAY BRIDGES:
1. GENERAL: Prestressed concrete deck panels may be used in the construction of concrete deck slabs on bridges when used in accordance with this Specification. Prestressed concrete deck panels will not be allowed for use on those bridges where the deck supporting element has a top flange width of 250 mm or less, on those bridges where the design span for the panel exceeds 2.4 m, on bridges utilizing structural steel as the superstructure supporting element, on post-tensioned concrete boxes, or where specifically disallowed on the Plans. The use of prestressed concrete deck panels shall not relieve the Contractor of responsibility to provide a structurally satisfactory slab. Plans and calculations submitted as required by this Specification shall be stamped by a Professional Structural Engineer registered in the State of Georgia.
2. MATERIALS: Prestressed concrete deck panels shall be fabricated in accordance with Section 865.
3. REQUIREMENTS FOR USE: Bridge Plans indicate deck slabs which are designed and detailed for use of removable forms. Any changes in slab, edge beam, supporting girders, grades, elevations, quantities, or other bridge element design and detail necessary to accommodate the use of prestressed concrete deck panels shall be the responsibility of the Contractor and subject to approval of the Engineer. Prior to using prestressed concrete deck panels, the Contractor shall submit for approval detailed plans, with design notes, of all affected bridge elements such as the supporting girders, adjustment to camber and roadway grades, edge beams, deck drainage system, deck reinforcing, and modifications of vertical web reinforcement for I-beams. The design shall comply with the latest AASHTO Standard Specifications for Highway Bridges, including interim Specifications, and the requirements of this Specification. All design notes shall be legible, indexed, and shall include an explanation of all symbols used. All drawings shall be prepared on mylar sheets and shall contain the Project number and site designations as indicated on the Department Plans.
a. DESIGN CRITERIA
(1) The concrete for the panel forms shall have a minimum compressive strength of 28 MPa at release of the prestressing force and 35 MPa at 28 days.
(2) Reinforcing bars, or equivalent mesh, meeting the requirements of Sub-Section 853.07 shall be placed in the panel transverse to the strands to provide at least 230 mm2/m of panel.
(3) The deck panel shall be designed as a simple span between each supporting beam. Design moments shall be computed using the
427

500.08
formula given in the latest AASHTO Specifications for the design of concrete slabs.
(4) Prestressed concrete deck panels shall not be supported transversely on any intermediate diaphragms.
(5) The top mat of reinforcing steel for negative moment in the slab shall be designed using the same assumptions that are currently being used for conventional bridge decks, which are designed and detailed for use with removable forms. All tensile stresses caused by positive moments in the slab between each supporting beam shall be assumed to be resisted by the prestressing force in the deck panel forms. Design for positive moment shall assume full composite action between the deck panel forms and the cast-in-place topping.
(6) The effect ofthe joints between adjacent panels can be neglected in the design for positive moment. Final stresses after loss of prestress in the deck panel shall be a net compressive stress of 690 kPa after deducting stresses caused by dead loads, future wearing surface, live load, and impact. The ultimate flexural strength of the composite section shall also be investigated. In addition, sufficient prestressing force shall be provided to resist cracking in the positive moment area due to a 155 kN wheel load when the longitudinal distribution of wheel loads (parallel to the beams) is assumed to be 1.8 m.
(7) The minimum amount of non-prestressed longitudinal reinforcement provided in the cast-in-place portion of slabs utilizing precast prestressed deck panels shall be 530 mm2/m of slab width.
(8) At ultimate load, the stress in the prestressing steel, as defined in Article 9.17.4.2 of the AASHTO Specifications, shall be limited to:
fsu = (lx1D) + (2fse/3) where:
D = Nominal diameter strand, in mm
fse = Effective stress in prestressing strand after
losses, MPa
1x = Distance from end of prestressing strand to center of
panel, mm
But not greater than fsu as given by the equations in Article 9.17.4.1 of AASHTO
(9) Composite I-beams which are used as supporting elements for decks constructed with prestressed deck panels require special investigation with regard to transfer of horizontal shear between the beam and deck. This shear transfer shall be investigated in accordance with the latest AASHTO Specifications. The effective beam width to be considered in the transfer of horizontal shear for this type of deck shall be the clear distance between edges of panels. This reduced width may require additional vertical ties as described in the AASHTO Specifications Article 9.20.4.
428

500.08
(10) Since the use of prestressed concrete deck panels results in changing the kilograms of reinforcing steel to be used in the bridge superstructure, the Contractor shall submit calculations indicating the new revised weight ofreinforcing steel. The Contractor's plans shall list the revised weight denoting the weight as "For Department Use Only." When prestressed concrete deck panels are used, there will be no adjustment of payment for bar reinforcement from the Base Pay Quantity as outlined in Sub-Section 511.04.D.
b. FABRICATION REQUIREMENTS:
(1) Prestressed concrete deck panels may be flat or may be of other geometrical configuration for that surface against which the cast-inplace concrete deck is placed. The underside ofthe panels shall be flat.
(2) Prestressed concrete deck panels shall be constructed to provide a minimum vertical clearance of 19 mm between the closest surface of the projections and the longitudinal reinforcing steel in the deck slab, unless otherwise approved. The cover of all top reinforcing shall be the same as detailed on the Plans.
(3) The top surface of all panels shall receive a scored finish with a depth of scoring of 3 mm in the panel. There shall be an approved lifting device embedded in each corner of the panel for lifting the panel.
(4) Prestressing strands in the panels shall be spaced symmetrically and uniformly across the width of the panel. They shall not be spaced further apart then F/2 times the total composite slab thickness nor more than 450 mm.
(5) Mating surfaces of all joints shall not deviate from a straight line by more than 3 mm in 3 m, and panels with greater deviation shall be rejected. (For the details of mating joints between adjacent panels, see Figure No. 1.)
(6) The maximum width of panel (parallel to traffic) shall be 2.4 m. The minimum width of rectangular panels shall be 1.2 m for interior panels and 600 mm for closure panels. Rectangular interior panels which have sawed mating joints between adjacent panels shall have a distance between the ends ofthe saw cut and the prestressing strand less than or equal to that shown on full width unsawed panels. The minimum width of the long side of trapezoidal closure panels for skewed spans shall be 600 mm and the minimum width of the short side shall be 300 mm as indicated in Figure No.2. For skewed spans, end panels may be sawed to fit the skew. Edges of panels that are saw cut shall be roughened by sand blasting or other means approved by the Engineer.
(7) Tolerances for the panels are as follows:
(a) Depth nominal (thickness of panels) + 3 mm to 6 mm*
(b) Position of strands + or - 3 mm vertical*, + or - 13 mm horizontal
* Measured from bottom of panel
429

500.08
(c) Panels with visible cracks shall be rejected.
4. CONSTRUCTION:
a. Prestressed concrete deck panels shall have a minimal bearing length of 40 mm except as noted below. Panels shall overhang the bearing material by 40 mm minimum. Panels shall be supported on the beams by continuous layers of an approved mastic, fiberboard, or polystyrene (310 kPa). The minimum thickness of bearing material shall be 25 mm and shall be gapped to provide 13 mm wide bleed holes every 1.0 m. The maximum thickness of mastic, fiberboard, or polystyrene (310 kPa) shall be 75 mm. Ifbuildups exceed 75 mm, polystyrene shall be used to provide a bearing surface. See Figure Nos. 3 and 4. Provisions shall be made to provide satisfactory bearing of the panels on the end diaphragm of skewed bridges.
Prestressed concrete deck panels used with AASHTO Type V Beams shall have a minimum overlap of 140 mm with a minimum bearing length of 50 mm. Panels shall overhang the bearing material by 40 mm minimum and the bearing material shall begin 50 mm from the edge of the beam flange. Panels shall be supported on the beams and end diaphragms by continuous layers of an approved mastic, fiberboard, or polystyrene. The minimum thickness of bearing materials shall be 25 mm and shall be gapped to provide 13 mm wide bleed holes every 1.0 m. The maximum thickness of mastic, fiberboard, or polystyrene shall be 75 mm. Ifbuildups exceed 75 mm, polystyrene shall be used to provide a bearing surface. See Figure No.5.
Panels shall be treated at edge beams and end walls as indicated in Figure 6.
b. To ensure the necessary full bond between the panels and the cast-inplace concrete, at the time of concrete placement this interface must be free of any foreign matter. Immediately prior to placing the slab concrete, the panels shall be saturated with water.
Concrete shall be placed in accordance with the Contract Specifications. Particular emphasis shall be placed on proper vibration of the concrete to avoid honeycomb and voids, especially at construction joints, expansion joints, valleys, and ends of panels. Pouring sequences, procedures and mixes shall be in accordance with the Plans and Specifications. Calcium chloride or any other admixture containing chloride salts shall not be used in the concrete placed on the panels.
Particular attention shall be given to the panel thickness tolerance and the placement ofbar reinforcement in the cast-in-place concrete so that the top clearance to the bar reinforcement will be maintained as per SubSection 511.03.
c. The maximum random tolerance for the opening between matching transverse joints shall be one 25 mm or less in width. All joints shall be grouted prior to placing the cast-in place topping in order to prevent grout leakage.
430

500.08
5. MEASUREMENT AND PAYMENT: There will be no separate measurement for payment for any extra reinforcing, prestressing strands, concrete, adjustments to girder dead load deflections, cambers and camber grades, associated engineering computations, extra edge beam material, or other costs incurred by the Contractor due to the requirements of this Specification. All costs of materials and engineering design changes shall be included in the Lump Sum Prices bid for Superstructure Concrete and Superstructure Reinforcement.

FIGURE NO. 1 431

Optional 13 rom chamfer

500.08 2.4 m, max., 1.2 m, min.

2.4 m, max., 1.2 m, min.

I 7#15MBar for Lifting Panel, TYP
INTERIOR RECTANGULAR PANEL AA
L .J

~100mm
~~~~ nun nun nun
#15 M BAR DETAILS

CLOSURE RECTANGULAR PANEL

A

A

L ......J

I

2.4 m, max., 1.2 m, min.

t-

,

I I TRAPEZOIDAL
CLOSURE PANEL

Nominal depth as shown
on shop drawings with 45 min. tolerance of +3 mm to 6

A

A

L .J

min.

25 mm vertical --*
face. Optional 13 mm chamfer not shown
SECTIONA-A
* Distance to center of strand as shown on shop drawings
with tolerance of 3 mm
** C of utility hanger hole, if required. Location and size to be
indicated on shop drawings. All holes in panels to be formed. Drilling ofholes in panels shall not be permitted.
FIGURE NO.2
432

500.08
See Bridge Plans for Minimum Clearance
Panel~
\--..-J~-rL Bearing Mat'l
* Begin bend in bar at upper draped strand or 75 mm, whichever dimension is
the smallest
** Field bend bar to same plane as deck transverse reinforcing. The shear bar
shall protrude a minimum of 600 mm above the top of the beam. TYPE II, III or IV AASHTO PSC BEAM
FIGURE NO. 3 433

500.08

25 mm MIN. CL.

MASTIC, FIBER BOARD OR POLYSTYRENE VARIES, 25 mm 75 mm
-+---1----..--c.~=_BOND BEARING MATERIAL TO BEAM FLANGE
,.JA WITH APPROVED ADHESIVE
C.L. 13 mm BLEED HOLE -----,,

1.0 m SPACING FOR 13 mm WIDE BLEED
ROLES
SECTION A-A

B rtANEL

POLYSTYRENE HEIGHT VARIES. 75 mm MIN. OR GREATER.

4 +-----'V---c==_ BOND POLYSTYRENE TO BEAM FLANGE

B

WITH APPROVED ADHESIVE

I

C.L.13 mm BLEED HOLE ~

ti ~ ::~ f

! 1.0 m SPACING FOR 13 mm WIDE BLEED HOLE !

tor;

IN POLYSTYRENE ONLY.

..,!

SECTION B-B

I

FIGURE NO.4
434

~A Mastic. Fiber Board. or' Polystyrene

500.08

40 mm min. --+-lIot----looi~---jo---50 mm ~S 25 mm MIN. TO 75 rom MAX.
BOND BEARING MATERIAL TO BEAM FLANGE WITH APPROVED ADHESIVE.

FLANGE REINF. BAR TYPE VAASHTO PSC BEAM
~B

r---fio:::-- b 40mmmin. --.r_+ot---.......

YSTYRENE. HEIGHT

==------tAlliES 75 mm MIN. OR GREATER

BOND POLYSTYRENE TO BEAM FLANGE WITH APPROVED ADHESIVE.

TYPE VAASHTO PSC BEAM NOTE: FOR SECTIONS A-A AND B-B SEE FIGURE NO.4
FIGURE NO. 5
435

500.08

}

(

(

I

I

40mm

EDGE BEAM DETAIL
(This detail applicable where End Wall has no fillet)

NOTE: 200 mm x 200 mm minimum fillet required on all Prestressed Concrete Beam Bridges.
15 M Bars. Bend To Fit
FIGURE NO. 6 436

500.10

500.09 REMOVAL OF FALSEWORK AND FORMS:

A GENERAL: Forms and their supports, including falsework, shall not be removed until the Engineer approves, and the method and sequence of removal shall also require approval. Such approval will not relieve the Contractor of responsibility for the safety of the work.

B. TIME OF REMOVAL: The time of removal shan be as shown on the Plans or specified by the Engineer. The following table may be used as a guide in establishing the time required before removal of forms, subject to the following restriction; no day will be counted in which the temperature, at any time during the day, is at or below 4C unless Cold Weather Concreting protective measures outlined in Sub-Section 500.14 are followed during that day.

Bottom of Beams

Bottom of Caps, Trestle Pile Bents

Bottoms ofAll Other Caps

Overhangs and Slabs, Including Culverts

Columns and Retaining Walls

Sides of Beams, Posts, Rails, Caps

Footings, Wingwalls and Parapets

Bottoms of Cast-in-Place Rails

arid Diaphragms

Front Face of Curbs

,

10 days .4 days 7 days 7 days 18-48 hours
T12-24 hours
48 hours 3 hours

If high early strength concrete is used, the time limitations may be reduced at the discretion of the Engineer, provided satisfactory strengths have developed.

At the Contractor's request time of removal may be controlled by field tests on cylinders, subject to the following conditions:

1. No tests will be performed until concrete is at least 3 days old.

2. Required strengths will be shown on the Plans, as noted elsewhere in these Specifications, or as determined by the Engineer.

3. The Engineer may specifY a minimum time in conjunction with minimum strength requirements.

C. METHOD OF REMOVAL: Forms and falsework shall be removed by a method which will not injure the concrete surface nor overstress the concrete members. The sequence and manner of removal shall be such that the stress due to its own weight will be transferred gradually and uniformly to the
concrete.

500.10 APPLICATION OF EXTERNAL LOADS TO CONCRETE:

A GENERAL: New concrete shall not be subjected to the external application of dead or live loads during or after construction except as provided herein. If high early strength concrete is used, the time limitations may be reduced at the discretion of the Engineer, provided adequate strengths have developed.

437

500.10
B. DEAD LOADS:
1. ON THE SUBSTRUCTURE: Mter footings are poured, no work shall begin on column or pier construction for a period of at least 12 hours. After columns are poured, no work shall begin on cap construction for a period of at least 24 hours. Beams shall not be placed on caps, nor shall falsework and forming for concrete T-Beam construction be placed before cap concrete reaches a minimum strength of 17 MPa.
2. ON THE SUPERSTRUCTURE: Construction materials may be stockpiled on decks within anyone complete unit (i.e., simple span or continuous or cantilever unit) only after the deck concrete of the complete unit has reached its 28-day cylinder strength, and has a minimum age of 10 days and the curbs have a minimum age of 5 days. The location, height, and spread of the loads shall be subject to the Engineer's approval. On composite-design bridges such as those having prestressed concrete beams or steel beams with shear connectors, curb, parapet or sidewalk pours shall not be made until the deck concrete has reached a minimum strength of 10 MPa or has a minimum age of 3 days.
3. Unless early cylinder breaks indicate otherwise, no section of a concrete box culvert shall be backfilled until the last placed concrete in that section has reached a minimum age of 14 days. If early cylinder breaks indicate design strength has been achieved, sections of culverts may be backfilled when the last placed concrete has reached a minimum age of 7 days.
C. LIVE LOADS:
1. POURING EQUIPMENT: Power operated concrete buggies shall not be allowed to cross a deck until its concrete has reached a minimum strength of 10 MPa or has a minimum age of 3 days. Hand-operated buggies may cross after 24 hours.
2. MIXING AND LIFTING EQUIPMENT: Mixers shall not be placed on a deck within anyone complete unit (i.e., simple span or continuous or cantilever unit) until the deck concrete of the complete unit has reached .its 28-day cylinder strength and has a minimum age of 10 days. When deck concrete reaches its 28-day cylinder strength and is at least 10 days old, mixer trucks may be allowed on the unit during the pouring of the curb concrete providing pours are completed within 45 minutes from beginning. The equipment will not be allowed on the unit for 5 days following curb pours. The Engineer will consider allowing concrete placement procedure which involves the use of heavy lifting equipment on the decks after the deck concrete has reached its 28-day cylinder strength and has a minimum age of 14 days, and the curbs on the deck have a minimum age of 10 days.
3. HAULING OVER BRIDGES: When permitted, a new bridge may be used for hauling only if no other practical haul routes are available.
438

500.10 Hauling will be governed by the following restrictions and requirements: a. WEIGHTS WILL BE LIMITED TO:

Maximum Axle Load Per Axle Maximum Axle Load on
Dual Axles Per Axle Maximum Total Load

Bridge Design Loading

HS 20-44 and/or HS 15-44

Military Loading or H 15-44

27 216 kg

19 958 kg

20 412 kg 45360kg

14969kg 33113 kg

b. Before hauling is started the Contractor shall submit the following information for each vehicle; Weight on each axle empty; weight on each axle fully loaded; distances center to center of axles; and distances center to center of wheels measured parallel to each axle.
c. Bridge concrete, including curbs, parapets, barriers and sidewalks, shall be at least 14 days old and shall have a minimum compressive strength of 20 MPa. Water-repellent silicone materials shall also be applied to the handrail, handrail posts, end posts, and the face of curbs before hauling begins. If the linseed oil special Protective Treatment is required, it shall be applied prior to the application of the silicone material.
d. Not more than one vehicle at any time will be permitted on a simple or multiple-span unit.
e. When loads on single axles exceed 14 515 kg pounds and loads on each dual axle exceeds 10 886 kg for bridges designed for HS 20-44 and/or Military Loading, and when loads on single axles exceed 10 886 kg and loads on each dual axle exceeds 7257 kg for bridges designed for HS 15-44 or H 15-44 loading, the speed of the vehicle, whether loaded or unloaded, shall be no greater than 5 miles per hour. When axle loads are equal to or are less than these, the speed of the vehicle shall be no greater than 15 miles per hour.
f. Temporary guides shall be placed so that wheels will track directly over beams or as closely thereto as possible.
g. Earth approaches shall be maintained smooth and level with the bridge floor or approach slab to minimize impact. Sandy soils and other unstable soils shall be stabilized at the Contractor's expense with crushed stone or other suitable material for a distance of not less than 3 m from the end of the bridge or approach slab.
h. Ends of bridges or approach slabs shall be protected with a timber strip at least 100 mm in width cut to rest upon either the paving rest of the bridge end or the pavement subgrade at the end of the approach slab. The top of each timber strip shall be maintained flush with the top of the concrete surface and shall fit tightly against the end of the bridge

439

500.11
or approach slab. If the timber strip becomes displaced, hauling shall cease until it has been re-set or replaced. The strip shall remain in place as protection for incidental hauling, and be removed just prior to the construction of the adjacent pavement.
i. The bridge floor shall be kept clean of spillage.
j. Violation of any of the above restrictions and requirements will be sufficient cause for limiting loads to the single 14515 kg axle when the bridge design loading is HS 20-44 and/or Military Loading; and limiting loads to a single 10 886 kg axle when the bridge design loading is HS 1544 or H 15-44.
4. OPENING TO TRAFFIC: A structure may be opened to traffic other than the Contractor's haul traffic after all concrete in the decks, parapets, or curbs (sidewalks) has reached its 28-day cylinder strength and has a minimum age of 14 days.
500.11 CONCRETE HANDLING AND PLACING:
A. GENERAL: Mter the concrete is delivered to the job site or the staging area at the site, or is mixed at the site, it may be delivered or conveyed to the point of placement by buckets, buggies, pumps, or by other approved means which will not cause excessive slump loss or segregation. Delivery or conveyance units and vibratory units which leak grout, water, oil, or gas will not be allowed. The delivery or conveyance unit shall be manipulated so that vibration which might damage partially set concrete will be avoided. Just before the concrete is placed, the forms shall be thoroughly cleaned and wetted. Concrete shall be transported, handled, and placed as quickly as possible, and all concrete shall reach its final position in the forms within the time stipulated in Sub-Section 500.05.B.6.b. If the forms sag or bulge at any point while concrete is being placed, the Engineer may require removal of the concrete causing the distortion. In addition, the Engineer may require removal of the concrete in adjoining areas in order to prevent the occurance of cold joints or to ensure that reinforcement has not been displaced or damaged. Aluminum shall not contact the concrete during mixing, transporting or placing operations.
B. EQUIPMENT:
1. CONCRETE BUCKETS: Concrete buckets shall be kept clean and in good working condition.
2. CONCRETE BUGGIES: Buggies shall be kept clean and in good working condition.
3. CONCRETE PUMPS: Pumping equipment shall be subject to approval, have adequate capacity, and be suitable for the proposed work.
4. RUNWAYS: Runways shall be provided for the movement of buggies into a deck pour area, .and they shall be constructed and supported so that the form will not be damaged nor the position of the reinforcement steel affected. If the Engineer approves, runways may also be used to
440

500.11
bridge across a previous pour which has not reached the minimum strength or age requirements noted in Sub-Section 500.10.C.1.
5. CHUTES, TROUGHS, AND TUBES: Chutes, troughs, or tubes may be used to convey the concrete to the forms, providing it is conveyed to its final position without displacing the reinforcement steel. If the use of this equipment results in honeycombed or otherwise inferior concrete, the Engineer will require it to be modified or its use discontinued. Chutes longer than 15 m shall not be used without permission. Chutes or troughs shall be of metal or metal lined, and tubes shall be of metal or other approved material. Where steep slopes are necessary, chutes shall be equipped with baffles, or they shall consist of a series of short lengths placed to reverse the direction of the concrete flow. The slope of chutes or troughs shall not exceed 1 vertical to 3 horizontal. Chutes and troughs shall be flushed with water after each run, and this water shall not be discharged into freshly placed concrete nor into any conveyance unit. All hardened concrete shall be promptly removed. Pipes or tubes of metal or other approved material shall be used to place concrete when the operation requires dropping the concrete a distance of more than 1.5 m, and the pipe shall be long enough to deposit the concrete as near its final position as possible. The pipes shall be thoroughly cleaned after each pour.
6. VIBRATORS: Enough vibratory units, including at least one additional stand-by unit in good working condition, shall be provided by the Contractor to compact all concrete immediately after it is placed. This stand-by unit shall be on hand before each pour is started. On Projects consisting entirely of small pours of 8 m3 or less, the Engineer may waive the stand-by requirement. Vibrators shall be of an approved design of the internal rotation type. The power supply shall be sufficient to allow the constant transmission of vibration to the concrete at frequencies of not less than 4500 impulses per minute. The intensity of the vibration shall be sufficient to visibly affect a mass of concrete having a 25 mm slump, through a radius of at least 450 mm.
7. SCREEDS: Screeds shall be mechanically operated, and designed and constructed so that screeding is accomplished with the strike-off situated parallel to the centerline. Screeds shall be supported outside the area of pour which is to receive a surface finish. Intermediate supports or guides will not be allowed. Screeds shall be readily adjustable and capable of maintaining proper adjustment throughout the screeding operation. They shall be adjusted to the camber specified, and this camber shall be checked as often as required. Vibratory screeds, or screeds which utilize a transverse strikeoff motion shall not be used without approval of the Engineer. All screeds and their supports shall be subject to approval as to weight, durability, adjustability, accuracy, mechanical condition, and operational results.
The type of Screed to be used shall be as herein outlined:
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a. LONGITUDINAL SCREEDS: Unless otherwise noted on the Plans, the use of Longitudinal Screeds shall be limited to pours of 20 m or less in length. Before accomplishing final screeding at any point, sufficient concrete shall have been placed in advance of the screeding position to assure that all dead load deflection has occurred.
b. TRANSVERSE SCREEDS: Unless otherwise noted on the Plans, the following shall apply to the use of Transverse Screeds.
(1) Transverse Screeds may be used on any pour, but shall be used on all pours in excess of 20 m in length.
(2) On beam or girder supported spans having skew angles of 65 degrees or less, the truss or beam supporting the strike-off shall be situated and operate parallel to the skew. The strike-off shall be positioned parallel to the centerline of the bridge, and the advancing line of pour shall be parallel to the skew.
(3) On beam or girder supported spans with skew angles between 65 degrees and 90 degrees, the screed may be positioned on the skew or at right angles to the centerline of bridge.
(4) On all superstructures supported by non-deflecting falsework, and on all beam or girder supported spans having a total dead load deflection equal to or less than 13 mm, the screed shall be positioned at right angles to the centerline of bridge, and the advancing line of pour shall be at right angles to the centerline of bridge.
c. The Contractor shall furnish personnel and equipment necessary to check screed clearances and tolerances prior to beginning deck pours.
8. WORK BRIDGES: A work bridge, supported outside the a.rea of the pour which is to receive a surface finish, shall be provided on all deck pours. If the Contractor's operation involves the pouring of 2 or more spans on the same day, the Engineer may require that 2 work bridges be provided for use. Work bridges shall be designed and constructed to prevent sagging into the fresh concrete, and to facilitate the application of the transverse fini.sh and application of curing materials regardless of the type of screed used.
9. UNDERWATER PLACEMENT EQUIPMENT: A tremie shall be provided and used by the Contractor when concrete is deposited in water at depths exceeding 3 m. A tremie shall consist of a tube at least 200 mm in diameter, constructed in sections having wa.tertight couplings. A bottom dump bucket may be used where permitted by the Engineer in depths up to 3 m. The bucket shall be constructed so that it will open only when it rests upon the surface which is to receive the charge. The top of the bucket shall have a lid or cover.
C. CONCRETE PLACEMENT:
1. GENERAL: All concrete shall be placed as closely as possible to its final
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position in the forms. The concrete shall be worked around reinforcement bars without displacing them. After initial set, the forms and the projecting reinforcing bars shall not be disturbed. Concrete shall be placed through pipes or tubes when placement operations require dropping the concrete a distance more than 1.5 m. Free fall of the concrete shall not exceed 1.5 m after leaving the pipe or tube. Concrete shall be placed in horizontal layers not more than 0.5 m thick. Succeeding batches in each layer shall be placed and compacted before the preceding batch has taken its initial set. Each succeeding layer shall be placed before the underlying layer has become set, and shall be consolidated in a manner which will completely avoid the formation of a cold joint between layers.
2. VIBRATION AND COMPACTION: All concrete shall be compacted with suitable tools and by vibration. Vibrators shall be manipulated to work the concrete around reinforcement and embedded fixtures and into corners of forms. Vibration may be supplemented by spading to ensure smooth surfaces and dense concrete along form faces and in locations difficult to reach with vibrators.
a. Vibration shall be applied where the concrete is deposited and to all other concrete while it is fresh. Vibrators shall be inserted and withdrawn slowly. Vibration shall continue long enough to compact the concrete thoroughly but not cause segregation, and it shall be stopped before local areas of grout are formed. Generally, vibration may be considered as being enough when a line of mortar shows along the face of the form and when the coarse aggregate particles are submerged in the concrete mortar.
b. Vibrators shall be applied no farther apart than twice the radius through which the vibration is visibly effective.
c. Vibrators shall not be used to move masses of concrete in the forms, nor in any manner which causes segregation.
d. Vibrations shall not be applied to sections of concrete which are no longer plastic.
e. Vibration of concrete-filled steel grid floors shall be done by applying the vibrators to the steel.
f. Vibration of concrete for precast or prestressed units shall be done as specified above, unless alternate methods are approved.
3. CONSTRUCTION JOINTS: Construction joints shall be placed in accordance with the Plans, or as directed. In case of emergencies which affect placement continuity, the Engineer will decide if a construction joint will be allowed. If allowed, the Engineer will direct the Contractor as to the location and manner in which the joint is to be constructed. The Engineer may, upon request from the Contractor, eliminate certain construction joints provided the Contractor's placement and finishing
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operations and forming methods indicate that satisfactory results will still be obtained.
All mortar which has splashed on form surfaces and projecting reinforcement steel shall be removed. Dried mortar chips and dust shall not be puddled into the plastic concrete. If the excess mortar is not removed from the reinforcement steel before the concrete obtains its initial set, cleaning shall be delayed until the concrete is thoroughly hardened.
When fresh concrete is to be joined to hardened concrete, the surface shall have all laitance and incompletely bonded or loose or foreign material removed. Special attention shall be given to the removal of laitance from joints between decks and curbs, from the tops of seal courses, and at construction joints in concrete exposed to sea water.
The surface of concrete shall be dry at the time the concrete is poured against it. Just before fresh concrete is placed, forms shall be drawn up tightly against existing concrete. Areas onto which concrete is to be placed through tremies or by pumping shall be thoroughly covered with a coating of mortar or neat cement grout. Concrete placement shall begin immediately after placing the mortar or grout, and sufficient vibration shall be applied so the material will be blended with the concrete at the construction joint.
4. PROTECTION OF FRESH CONCRETE: Pile driving, blasting, or other operations which cause noticeable vibrations in the formwork or the concrete shall not be done before the concrete reaches a strength of 15 MPa and is 3 days old. The Contractor shall protect fresh concrete from rainfall by using waterproof material such as tarpaulins or plastic film. The material shall be on hand ready for use prior to pouring, and there shall be enough to cover the area of the pours of the day.
5. PLACEMENT OF CONCRETE BY PUMPING: The conveying and placement of concrete by pumping may be done only when specified in the Contract, or authorized. The equipment shall be operated in a manner which will produce a continuous stream of concrete having no air pockets.
6. BRIDGE SUPERSTRUCTURES: The requirements of this paragraph . shall apply to all types of concrete decks unless otherwise specified.
a. SEQUENCE AND TIMING OF DECK POURS: Before pouring operations begin, substantial bulkheads or headers shall be set and shaped to the required deck surface cross-section. Unless otherwise shown, each deck shall be poured in one continuous operation. When deck pours within anyone complete unit (i.e. simple span or continuous or cantilever unit) are to be divided, the pours shall be made and finished in the numbered sequence shown, beginning with the lowest number. All pours having the same number shall be made before pours of higher numbers are made. However, the sequence of pours having the same number shall be at the discretion of the Contractor. No deck pour shall be made until all previously poured concrete within the complete unit has reached an age of
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24 hours. This requirement may be waived, under certain conditions, if the succeeding pour can be completed, except for final finishing, within 4 hours ofthe initial placement ofthe day. Written approval of the Engineer will be required to waive this requirement.
Unless otherwise shown, the handrail, sidewalks, parapets, and curbs within anyone complete unit shall not be placed until all the deck slabs within the complete unit have been poured. The number sequence shown on the Plans shall also apply to the subsequent sidewalk pours, but it need not apply to curb, parapet, and handrail pours.
b. METHOD OF POURING DECKS: Deck pours may begin on the high or low side if there is super-elevation. Each batch shall be dumped against previously placed concrete, and pouring shall proceed at a rate which will keep fresh concrete along the advancing line of the pour. Concrete which is dumped on fresh concrete shall be vibrated or tamped to keep the grout flowing forward, with or slightly ahead of the concrete, and along the bottoms and sides of the forms and around the reinforcement steel.
Diaphragms located between steel or prestressed concrete roadway beams shall be poured at least 24 hours in advance of the deck slab. Unless otherwise authorized, all diaphragms within a complete unit shall be poured in advance of any deck pours. In concrete T-Beam construction, girder stems shall be placed in uniform layers in advance of slab placement. If T-Beam spans are supported without the use of intermediate false bents, deck placement shall begin as soon as the first 4 stems are placed; subsequently, stem placement shall at no time proceed to more than 3 stems ahead of the advancing line of the deck pour, nor lag by more than the spacing between stems. 1fT-Beam spans are supported by intermediate false bents, the Contractor may use the above procedure; however, in any case, slab placement shall follow in a sufficiently close time to prevent a cold joint between stem and slab.
c. STRIKE-OFF AND FINISH: Generally, screeding shall be accomplished with finishing devices operating parallel to the centerline. As the pouring proceeds, the concrete surface shall be kept screeded to the required grade. Care shall be taken to fill depressions ahead of the screed, and a small roll of grout shall be kept on the leading edge of the screed. Further screeding shall be done with minimum disturbance of the surface already brought to the grade. Particular care shall be taken during the concreting and screeding to obtain sound concrete at the construction joint located where the slab joins the curb, parapet, or sidewalk. Excess grout on the leading edge of the screed shall not be placed or allowed to remain in this area.
All joints to be sealed, including dummy joints, shall be edged. Edging may be done either before initial set or after final set. If done before initial set, edging shall be done with edging tools of the proper radius, as shown on the Plans, and concrete resulting from pouring operations on adjacent pours shall be carefully removed so that the required rounded edge is achieved. If the Contractor elects, joints may be allowed to harden, and,
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after a minimum delay of 12 hours, shall be ground to approximate the Plan radius by either hand or mechanically operated grinding stones. Areas which are recessed to receive joint members shall be finished so that full and uniform bearing will be achieved.
(1) BELT, BROOM, OR DRAG FINISH-ALL DECK SLABS: As soon as the concrete has hardened sufficiently and standing water and moisture sheen have disappeared, the concrete shall be given a final finish consisting or either a belted, broomed, or drag finish. Belting or dragging shall be done longitudinally using a wet canvas belt or a wet burlap drag. Brooming shall be done transversely with a stiff-bristled broom. Close attention will be required along gutter lines, across joints, and around drains. Belting shall be limited to spans of 12 m or less in length.

(2) GROOVED FINISH: When so shown on the Plans, the bridge deck and approach slabs shall be grooved perpendicular to the centerline, after being finished in accordance with (1) above. The grooving operation shall not be started until the bridge deck has been cured in accordance with Sub-Section 500.12, but may be performed in conjunction with any required planning to make the surface corrections specified in Sub-Section 500.11.C.6.d. subject to the concrete having hardened sufficiently to support the equipment without distortion.
The grooves shall be cut into the hardened concrete using a mechanical saw device which will leave grooves 3 mm wide, 3 mm deep, and spaced 19 mm apart center to center. The grooves shall extend across the slab to within 300 mm ofthe gutter lines.
Grooving shall be measured and paid for as defined in SubSection 500.18.

d. CORRECTING SURFACE IMPERFECTIONS: After the final strike-

off of the concrete and as close behind the final strike-off as practical,

the surface shall be checked with a 3 m straightedge. It is preferable

that the straightedge be affixed to a broom type handle for control and

ease in using.

.

e. RIDING QUALITY: After the bridge decks and approach slabs are completed, they shall be subjected to a ride quality test by the Department using the Rainhart Profilograph and a Profile Index Value determined in accordance with test method No. GDT 78. Profiles will be obtained in the wheel paths and in safety areas to within 1.8 m of barrier or curb lines. Profile Index Values for bridge decks and approach slabs shall be obtained for all state roads with four lanes or more, on two lane state roads where the current traffic count is 2,000 vpd or higher, or as designated on the Plans. All other bridges and approach slabs must meet a 3 mm in 3 m straightedge requirement in the longitudinal and transverse direction.
The Profile Index Values for bridge decks including the approach slabs shall be averaged for the left and right wheel path for each lane

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and shall not exceed 235 mmlkm for each lane. In addition, individual bumps or depressions exceeding 5 mm from the blanking band on the profilograph trace shall be corrected, and the surface shall meet a 3 mm in 3 m straightedge check made transversely across the deck.
Bridge decks and approach slabs not meeting the preceding requirements shall be corrected. Corrective work shall consist of planing in accordance with Section 431. Concrete removal by planing shall be limited such that the final bar cover is not less than plan cover minus 13 mm. In cases where this cannot be achieved, other corrective work may be required as directed by the Engineer. Final riding surface shall comply with this Specification and the requirements of Section 500 as it applies to grooved finish. Bumps with a profile base line of 1.5 m or less may be corrected with a bump grinder. All decks that are planed shall be subject to retesting using the profilograph to ensure the ride quality meets the requirements of this Specification. All corrective work shall precede final surface texturing.
Expansion joint installation shall be delayed and the joint temporarily bridged to facilitate operation of the profilograph and planing equipment across the joint wherever feasible.
Planing bridge decks shall be the responsibility of the Bridge Contractor. Planing approach slabs, which are constructed under the bridge Contract shall be the responsibility of the Bridge Contractor. Planing approach slabs, which are constructed under the roadway contract shall be the responsibility of the Roadway Contractor. Corrective work shall be done at no cost to the Department.
It shall be the Contractor's responsibility to schedule profilograph testing. At least 5 days advance notice will be required. The Contractor shall ensure that the area to be tested has been cleaned and cleared of all obstructions. Profilograph testing of bridge decks and approach slabs will be performed by the Department only two times per bridge at no cost to the Contractor. Additional profilograph testing will be done by the Department at the Contractor's expense at a rate of$500 per test.
7. SLIP FORM METHOD PLACING CONCRETE BARRIERS OR PARAPETS ON BRIDGE DECKS: Concrete barriers or parapets on bridge decks may be placed with an approved self-propelled extrusion machine as specified in Section 621. Payment for Concrete Barriers and Parapets will be included in the Lump Sum Price bid for Superstructure Concrete.
D. SEAL CONCRETE: Concrete shall be deposited in water only when required by the Plans or considered necessary by the Engineer. The concrete shall be carefully placed in a compacted mass as near to its final position as possible, and this shall be done with a tremie, a bottom dump bucket, or by other approved means. At the point of deposit, the water shall be kept as motionless as possible, and the concrete shall be placed continuously from beginning to completion. Care shall be taken to ensure the concrete surface remains as nearly horizontal as practicable at all times.
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1. TREMIE PLACING: Tremies shall be supported to permit free movement of the discharge end over the entire top smface of the work and permit rapid lowering when necessary to stop or retard the flow of concrete. At the beginning of the work, the discharge end shall be closed to prevent the entry of water into the tube, and it shall be entirely sealed at all times. The tremie tube shall be kept full to the bottom ofthe hopper. When a batch is dumped into the hopper, concrete flow shall be induced by slightly raising the discharge end and keeping it always within the previously deposited concrete, thereby maintaining a seal and forcing the concrete to flow into position by hydraulic head.
2. BOTTOM-DUMP PLACING: The bottom-dump bucket shall be level full, and it shall be opened only when it rests upon the surface which is to receive the charge. In lowering and raising the bucket, care shall be taken to prevent any unnecessary movement of the water.
3. When approved by the Engineer, Seal Concrete may be placed by pumping.
4. Dewatering operations shall not begin until 24 hours after placement, unless the Engineer determines a longer period is necessary. Laitance shall be removed before the footing is placed. All Seals under spread footings shall be bored the entire depth of seal, as specified for foundations in Sub-Section 211.02.E. of the Standard Specifications. Should Laitance buildup be more than 20 mm/m of seal depth on seals under spread footings, the Engineer may elect to core the seal to determine acceptability.
E. CONCRETE EXPOSED TO SEA WATER: Special care shall be taken in the placing of concrete which is to be exposed to sea water. The water content shall be carefully controlled to produce concrete of maximum density. Construction joints shall be carefully constructed, and their surfaces shall be carefully prepared in accordance with the requirements of Sub-Section 500. 11.C.3.
F. "CS" CONCRETE DEPTH AND SURFACE FINISH REQUIREMENTS:
1. Minimum depth shall be as shown on the Plans. Depth variation shall not exceed 25 mm.
2. Surface finish shall be generally smooth and uniform. Deviations such as float marks, voids, etc., exceeding 13 mm shall be smoothed, or filled prior to approach slab placement.
G. BOND BREAKING AND CURING OF "CS" CONCRETE:
1. Clean polyethylene sheeting shall be laid uniformly over the "CS" Concrete in the approach slab area prior to placement to prevent bonding. New, unused polyethylene sheeting free of holes, rips and tears shall be required. Polyethylene bond breaking material shall have a minimum thickness of 0.2 mm with a minimum of 150 mm overlap.
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2. Curing of "CS" Concrete may be accomplished with polyethylene sheeting used for bond breaking. Sheeting materials used for the above purposes shall be maintained in good condition throughout the construction process. Material deemed unsatisfactory shall be repaired or replaced as directed by the Engineer.
500.12 CURING OF CONCRETE:
A. GENERAL: Concrete curing shall be an integral part of the concreting operation. Concrete surfaces exposed to air shall be cured by methods to prevent premature drying or loss of moisture from the concrete. Curing of unformed surfaces shall commence when the water sheen disappears from the surface or immediately after the surface finish is applied and shall continue for five days. Formed surfaces shall be cured upon removal of forms, when the forms are removed within five days after placing, and continue until the concrete is five days old. The conditions of curing shall be uniform throughout the separate curing areas. Improperly cured concrete may be considered defective. Concrete placement operations shall cease if it is determined that curing procedures do not comply with these provisions. Concrete placement shall not resume until remedial measures ensure proper curing..
B. CURING METHODS: Two basic methods are specified for curing all concrete except bridge decks. Either method, or a combination of the two, shall be used.
1. SUPPLYING ADDITIONAL MOISTURE: This method shall include supplying additional moisture by ponding, sprinkling, or fogging. Coverings such as cotton mats, burlap, sand, hay, or straw may be used to help retain water so supplied. The use of sawdust will not be allowed, and coverings which cause unsightly discoloration of concrete shall not be used. Any method which results in the concrete being alternately wet and dry will be considered as an improper curing procedure. Coverings shall be placed as soon as possible after finishing operations have been completed and there is no danger of surface damage. They shall be kept continuously moist. Sand coverings shall be at least 50 mm thick and hay or straw coverings shall be at least 75 mm thick.
2. PREVENTING MOISTURE LOSS: This method shall consist of preventing moisture loss from the concrete. It may be done with the use of approved waterproof paper, plastic sheets or membrane-forming curing compounds, except where requirements prohibit the use of these compounds. Concrete shall be kept moist before and during rubbing, and the curing shall be initiated immediately following the rub.
a. PLASTIC SHEETS OR WATERPROOF PAPER: The sheets and paper shall each conform to the respective requirements of AASHTO M 171. The widest practical widths shall be used, and adjacent sheets shall be lapped at least 150 mm. The laps shall be positively sealed with tape, mastic, glue, or other approved method to form a waterproof cover of the
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500.12
entire area. The curing material shall be secured against wind displacement. Sheets or paper that become torn, broken, or damaged during the curing period shall be immediately replaced or repaired.
b. MEMBRANE-FORMING CURING COMPOUNDS: AASHTO M 148, Membrane-forming curing Compounds, Type 1-D, Class A or B, or Type 2, Class A or B, White Pigmented, may be used as the curing agent subject to the following limitations:
(1) Membrane-forming compounds for curing shall not be used on bridge decks, prestressed concrete bridge members, or in areas of construction joints.
(2) The curing compound shall be uniformly applied to unformed areas when the water sheen disappears from the concrete surface. Formed surfaces shall receive an application of curing compound if forms are removed during the five day curing period.
(3) Areas to be rubbed shall be cured with Liquid MembraneForming Compounds for Curing Concrete, Type1-D, Class A or B, (Non-Acrylic).
(4) Curing compound shall be applied with equipment which will produce a fine spray, and all compounds shall be thoroughly agitated just prior to use. The surface shall be sprayed again immediately at right angles to the first application. The rate of each application shall be not less than 1 liter for each 3.7 square meter of surface. Care shall be taken to prevent application to joints where concrete bond is required, to reinforcement steel, and to joints where joint sealer is to be placed.
(5) No pedestrian or vehicular traffic shall be allowed over the surface for seven days unless the surface is protected by planks, plywood, or a layer of sand at least 25 mm thick. The protection shall not be placed until at least 12 hours after the application of the curing compound.
C. CURING BRIDGE DECK CONCRETE: Bridge deck concrete shall be cured by one of the following methods:
1. Immediately after the water sheen disappears and the surface finish is applied, a film of water shall be kept on the surface by fogging. The application of moisture shall be delayed if surface damage occurs. The surface shall be kept wet up to the time sheet curing covers are applied. Curing covers shall be thoroughly soaked on the fabric side and applied with the white-poly side up as soon as the concrete has set sufficiently to prevent damage. Sheet material for curing concrete, AASHTO M 171, shall be of two layers. The bottom layer shall be polyethylene film and the top layer shall be white burlap polyethylene sheet or a white copolymer material coated over a layer of absorbent non-woven, synthetic fabric. It shall meet Specification requirements for reflection and
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moisture retention. The curing sheets shall contain no holes or tears and shall cover the entire surface of the deck. The curing covers shall be placed so that adjoining sheets overlap at least 450 mm. All laps and/or side edges shall be weighted to prevent displacement of covers before curing is completed. Weighted and overlapping shall be performed so as to ensure intimate contact between the curing sheets and concrete surface. If during the five day curing period, it becomes apparent that no free moisture is available under the covers for concrete curing then additional moisture shall be applied.
a. The equipment used for supplying additional moisture by fogging shall consist of a heavy duty pump capable of delivering 7.6 liters of water per minute to a 1.6 mm diameter t~ at an air pressure of 700 kPa and consuming approximately 0.6 m /min of compressed air. An example of a suitable assembly is the Alemite Pump 7878-A A 10 mm I.D. hose of sufficient length to reach all areas of the deck shall also be furnished.
b. The spray gun and tip to provide the required atomized spray or fog shall be adjustable so as to provide various patterns to conform to changing finishing conditions. An example of this type of equipment is the Gun Jet No. 43 with a 120-2 Multee Jet Nozzle.
c. As an alternate to the equipment described above, the Contractor may substitute other equipment which has been demonstrated as being capable of equal performance.
2. The surface of parapets, sidewalk, end post, and horizontal and vertical faces of curbs are not considered to be a part of the bridge deck and may be cured by either method specified in Sub-Section 500.12.B. Curing Method, unless the surfaces are to receive a special surface coating as permitted in Sub-Section 500.13.B.3.b. Surfaces to receive a special surface coating shall not be cured with membrane-forming curing compounds. Surface to receive Protection Surface Treatment (75% boiled linseed oil and 25% mineral spirits solution) shall not be cured with membrane-forming curing compound that contains acrylics.
D. PLASTIC SHRINKAGE CRACKING: The Contractor shall take all reasonable precautions to prevent plastic shrinkage cracking of concrete, including the providing of wind screens, fogging equipment, or the early application of temporary wet coverings to minimize moisture loss. The effects of plastic shrinkage cracks shall be evaluated and the Engineer will require repairs of cracks determined to contribute to structural defects. Cracks determined to contribute to corrosion of reinforcement shall also be repaired. The method of repair shall be determined by the Engineer and the Contractor shall not receive compensation for repairs.
500.13 CONCRETE SURFACE FINISHES:
A. CLASSIFICATIONS: Concrete surface finishes are classified according to
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whether the surfaces are formed or unformed.
1. Formed Surface Finishes: Type I - Ordinary Formed Surface Finish Type II - Special Formed Surface Finish Type III - Rubbed Finish Type III - Special Surface Coating Finish
2. Unformed Surface Finishes: Type IV - Floated Surface Finish Type V - Sidewalk Finish Type VI - Stair Tread Finish
B. SURFACE FINISH REQUIREMENTS: Except for bridge decks, which are covered in Sub-Section 500.11.C.6.c., all structural concrete surfaces shall be given one or more surface finishes required by this paragraph unless otherwise shown. Where other Sections of the Specifications involving concrete work state that the requirements of Section 500 shall apply, that concrete shall be finished in accordance with that Section.
1. TYPE I: An Ordinary Formed Surface Finish shall be given to all formed concrete surfaces as the finish. However, concrete which is exposed directly to sea water shall be left undisturbed unless the Engineer requires additional work. See Sub-Section 500.11.E. The Type I finish shall be accomplished as follows: Immediately following the removal of forms, all fins and surface irregularities shall be removed. On all surfaces, cavities produced by form, ties, and all other holes, broken comers, or edges, and other defects shall be filled or pointed up. Honeycombed edges, and other defects shall be filled or pointed up. Honeycombed areas shall be removed to sound concrete and patched. If required by the Engineer, air-blown mortar shall be used to repair honeycombed areas, at the Contractor's expense. Honeycombed areas which extend beyond reinforcement steel may be cause for the rejection of all concrete within the pour of which the honeycombed area is a part. All patches shall be cured by one of the methods specified for new concrete in Sub-Section 500.12.B. All mortar shall be of the same sand and cement as used in the concrete, and they shall be used in the same ratio as in the concrete. Epoxy mortars may be used in areas where heat generation and moisture will not be detrimental to patch performance. The resulting finish shall be sound and uniform. If it is not satisfactory, all surfaces shall be given the Type III finish where considered necessary by the Engineer to achieve a uniform and pleasing appearance.
2. TYPE II: When a Special Formed Surface Finish is required, a form liner shall be used unless the forms are made of plywood or steel. In this case, it is intended that no rubbing be required, provided a pleasing uniform appearance is obtained after the satisfactory completion of the Type I finish and blending of all pointed and patched areas. If the resulting surface finish is not satisfactory, all surfaces shall be given the Type III
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500.13
finish where considered necessary by the Engineer to achieve a Wliform and pleasing appearance. Exposed portions of pipe headwalls, of culverts, parapets and wingwalls, and ends of culvert slabs and walls shall have a Type II finish.
3. TYPE III: A Type III finish shall be applied to all areas of bridges checked in the Table of Type III Finish Locations and to all exposed areas of retaining walls unless the Plans specify otherwise.
a. TYPE III RUBBED FINISH: The Rubbed Finish shall be accomplished as follows: After the removal of forms and the satisfactory completion of the Type I finish, the first rub shall begin immediately after all patches are thoroughly set. Chamfered surfaces shall be rubbed only once, and this shall not be done during the first rubbing.
The surface of the curing, moist concrete shall be wetted additionally with a brush and rubbed with a medium coarse carborundum stone or equal abrasive, bringing a paste to the surface. The rubbing shall continue until all form marks and projections are removed and a smooth, dense surface having no pits or irregularities is produced. The material which has been ground to a paste in the process shall be carefully and uniformly spread over the entire surface and allowed to rest. The first rub shall be made before any required curing compound is applied. The entire concrete surface shall be kept moist during rubbing to assure adequate curing. The first rub shall be applied at the time specified herein. If the Contractor postpones the finishing beyond this time or has insufficient labor to keep it up to date, the Engineer will order the Contractor to stop any other work until the progress offinishing is satisfactory. The final rub may be given to the structure no earlier than 24 hours after the first rub, and it shall be done with a fine carborundum stone or equal abrasive leaving a smoothly textured surface, uniform in color. The final rub shall be accomplished prior to the application of any Protective Surface Treatment which the Plans may require. "White washing" of finished areas by the use of separately mixed grout or paste on the rubbing stone or spread on the surface to be rubbed will not be allowed. All areas of structures disfigured by drip from concrete placement or from the rubbing process shall be thoroughly cleaned and blended into the surrounding surfaces.
b. TYPE III SPECIAL SURFACE COATING FINISH: The Contractor may elect to use a Special Surface Coating Finish in lieu of a Rubbed Finish. The Special Surface Coating Finish shall consist of either a Class A or a Class B coating system applied to produce a masonry-like textured finish on concrete surfaces. Surface coating material shall meet the requirements of SECTION 836-SPECIAL SURFACE COATING FOR CONCRETE and may be selected from the Qualified Products List or submitted in advance for testing. Form oils shall not be used which will affect bonding of surface coatings. Wax base or other curing compounds not compatible for use with surface coatings shall not be used. Compatibility shall be determined by the coating manufacturer or the Laboratory. The color shall be as required in Section 836.
453

500.13
Surfaces that are to receive a coating finish shall not be cured with membrane-curing compound nor shall bond breaking agents or excessive oil be used in connection with form removal. Class "A" coatings shall be applied at a rate which will develop a coating 1.5 mm thick. Class "B" coatings shall be applied at a maximum rate of 1 liter per 1.5 m2. A Test Section shall be applied at the direction of the Engineer, to determine the acceptance of a coating under field conditions. The method of applications shall be a procedure which will produce an acceptable finish, and may involve spraying, rolling or a combination of these. The temperature of the atmosphere, concrete, and compound shall be above lOoC for Class A and Class B coating systems at the time of application. Coated surfaces shall be protected against rain or freezing for a period of 24 hours after application.
The final coating shall produce a smoothly textured surface that is uniform in color, thickness, and appearance. Coatings that chip, crack, blister, peel, or present an unsatisfactory appearance shall be entirely removed and reapplied.
For walls and barriers placed by the slip-formed method, a Type III-Rubbed Finish will not be required so long as the wall or barrier presents a uniform, pleasing appearance. In the event the final appearance is unsatisfactory, a Type III-Rubbed Finish shall be required.
For formed walls and barriers, a Type III-Rubbed Finish shall be required if the forms leave a rough, unfinished appearance.
Class A Coatings shall be applied at a rate to develop a coating thickness of 1.6 mm.
Class B Coatings shall be applied at a maximum rate of 1 liter per 1.5 m2.
c. TIME AND TYPE OF APPLICATION: For contiguous structures, whether in the same contract or in separate contracts, the same brand of special surface coating shall be used. If in separate contracts, the contractors shall coordinate this work so as to apply the coating at the same time, as nearly as possible.
In the event such coordination is not possible, the Contractor who finishes the work last shall use the same brand as the previously coated areas or shall recoat all contiguous areas to provide a uniform appearance.
4. TYPE IV: A Floated Surface Finish shall be used only on horizontal surfaces of curbs and sidewalks, tops of caps and footings, surface of slope paving, and the like. The Type IV finish shall be done as follows: After the surface has been compacted and screeded to its proper cross-sections, it shall be floated with a wood float. In the process, mortar shall be brought to the surface to achieve the desired finish, but not to such an extent as to reduce the wearing quality of the surface. The final finish may be made by a second use of the wood float or by stiff-bristle brooming. If brooming is used, the marks shall be transverse to the traffic.
454

500.13
5. TYPE V: A Sidewalk Finish shall be done as follows: After the concrete has been placed and compacted, it shall be struck off and given a Type N finish. An edging tool shall be used on all edges and along expansion joints unless chamfers are required by the Plans. Sidewalk surfaces shall be marked off in blocks with suitable grooving tools when such marks are required by the Plans or the Engineer. The rubbed finish on the traffic face of the curb shall be extended to include the horizontal area of sidewalk between the corner of the curb and longitudinal sidewalk groove.
6. TYPE VI: A Stair Tread Finish shall consist of a Type N finish using a stiff-bristled broom.
C. PROTECTNE SURFACE TREATMENT: When its use is specified on the Plans, a Protective Surface Treatment consisting of a boiled linseed oil mixture shall be applied to concrete surfaces. Unless otherwise noted, the mixture shall be applied to the entire top surfaces of bridge decks, curbs and sidewalks and to inside vertical faces of curbs, parapets, and end posts as a preservative seal coat.
1. MATERIALS: The mixture shall consist of 75% boiled linseed oil and 25% mineral spirits by volume. The linseed oil shall meet the requirements of ASTM D 260, Type I or Type II. The mineral spirits shall be a good commercial quality and pass Infrared Spectroscopic Analysis to the satisfaction ofthe Laboratory.
2. SEQUENCE OR PLACEMENT: The Protective Surface Treatment shall not be placed until all concrete work, including final rubbing, has been completed nor until all expansion joint sealing compound has been placed. However, except as otherwise provided below, the treatment shall be placed before the structure is opened to traffic, including haul traffic, and in time to allow the treatment application to dry thoroughly before traffic is allowed on the structure. Should temperature limitations prohibit application and should the use of the structure be absolutely required for haul purposes to expedite a Contract completion, the treatment may be applied after the structure has been used for haul purposes. In this event, the surfaces to be treated shall be thoroughly cleaned to allow complete penetration of the treatment. In the event of separate Bridge and Roadway Contracts, the roadway Contractor shall be responsible for the satisfactory cleaning of the surfaces, and shall perform this work immediately upon request. The Engineer will notify the Contractor (or Bridge Contractor) in writing when application is prohibited by temperature requirements. The Contractor (or Roadway Contractor) shall make written request to the Engineer for written approval to haul across a structure before the treatment is placed.
3. PRE-APPLICATION REQUIREMENTS: The concrete shall be at least 14-days-old before application of the treatment. Just prior to application, the concrete surfaces shall have had a minimum drying
455

500.13

BRIDGE AREAS REQUIRING A TYPE III - RUBBED FINISH (X)

5 All exposed substructure areas, except tops and bottoms of caps.
1,2 Outside surface ofany exterior concrete beam, Lt. or Rt.
1,3 Outside surface ofany exterior concrete beam, Lt. & Rt.
Vertical surfaces of overhangs, curb or sidewalk.
2 All vertical surfaces outside of exterior beam, Lt. or Rt.
3 All vertical surfaces outside of exterior beam, Lt. or Rt.
End bent cap beyond outside beam or girder.
End bent end walls beyond outside beam or girder.
End posts and end bent wingwallsall exposed surfaces.
Traffic face of curbs
4,5 Entire handrails and posts, handrail parapet, and barriers.
All other locations specified on Special Plans.

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I-Including Prestressed Concrete Bridge Members. 2-"Lt. or Rt."-Rub the applicable surface when it can be seen from any adjoining bridge.
Main Line or Frontage. 3-"Lt. & Rt."-Rub the applicable surfaces on both sides of centerline of each bridge. 4--Rubbing ofbottom surface ofrail not required. 5-Bottoms of caps and handrails shall be given a Type II finish.

456

500.14
period of 48 hours after rainfall or wet cleaning operations. The surfaces shall be cleaned to remove all oil, grime, and loose particles which would prevent the mixture from penetrating the concrete. Immediately before application, an air blast shall be directed over the surfaces such that all dust will be removed. Exposed plates of armored joints shall be masked during application of the treatment. Unless otherwise permitted, the temperature of the concrete and air shall be lOOC or higher at the time of application.
4. APPLICATION: The mixture may be applied by hand methods or by spraying. Spray nozzles shall be within 0.5 m of the concrete unless otherwise directed, and the interior of the equipment shall be thoroughly cleaned prior to placing the surface treatment mixture therein. The treatment shall be applied in one application at the rate of 1 liter of mixture per 8.5 m2. Care shall be taken to prevent application to metal handrailing and metal handrail posts. CAUTION: As linseed oil-petroleum spirits mixture has a low flash point and is readily flammable, fire of all sorts, including cigarettes and sparks, shall be carefully guarded against. Traffic shall be prohibited from the treated area until the concrete, as determined by the Engineer, has regained its dry appearance.
D. GRAFFITI-PROOF COATING: When its use is specified on the plans, a graffiti resistant coating system shall be applied to concrete surfaces or over special surface coatings. Material shall meet the requirements of Section 838, Graffiti-Proof Coatings for Concrete. The coating shall be applied over a surface clean of loose particles, dirt, grease, oil or other foreign particles. Coating application, material preparation, weather conditions and number of coats will be as prescribed by the manufacturer.
500.14 COLD WEATHER CONCRETING: The minimum acceptable temperature of concrete at the point of delivery shall be lOoC. No accelerator containing chlorides shall be permitted.
A. MATERIALS TEMPERATURES: Materials containing frozen lumps shall not be used in concrete mix. Water and aggregates shall not be incorporated into the mix when the temperature of either is in excess of 65C. When aggregates or water are heated to a temperature above 40C, the aggregates and water shall be charged into the mixer and allowed to equalize in temperature before cement is added. Aggregate may be heated with steam or hot water coils or other methods which will not detrimentally affect the aggregates. Aggregates shall not be heated by flame.
B. CONCRETE PROTECTION: Concrete shall be kept at a temperature above lOoC for at least 72 hours after placement. It shall also be protected from freezing for six days after placement.
457

500.15
The Contractor is required to secure the Engineer's approval of a "Cold Weather Concrete Curing and Protection Plan" for bridges and structures. The Plan will place special emphasis on protection for the underside of bridge decks when metal forms are used. The plan may include protection procedures which utilize heated enclosures, commercial blankets, batt insulation or heavy duty polyethylene. Heated enclosures, commercial blankets, or batt insulation will be required when the atmospheric temperature is expected to drop below -4C within 48 hours after concrete placement. Heavy duty polyethylene may be used at atmospheric temperature above -4C provided it effectively produces the desired results.
500.15 HOT WEATHER CONCRETING: Appropriate measures shall be taken to reduce hazards and difficulties related to placing and finishing concrete in hot weather. The Engineer may require initiation of measures to prevent the reduction of concrete workability, losses attributable to cement hydration, evaporation, drying, or elevated concrete temperatures.
A. BRIDGE DECK CONCRETE: The temperature of concrete used for bridge deck construction shall not exceed 35C when measured at the point of discharge from the delivery unit. When experience indicates that the concrete temperature can be expected to exceed 35C during placement of bridge deck concrete, the Engineer may require that placement operation begin at a time when the air temperature contributes to low placement temperatures. The Contractor may cool the aggregates by fogging or other suitable means which will not result in variation in moisture content. Chipped or crushed ice may be used in the mix as a portion of the mixing water on a kilogram basis. If used, all ice shall be melted before the batch is discharged from the mixing unit. Water may also be cooled by refrigeration to provide a lower concrete temperature.
B. CONCRETE PLACING: Forms and reinforcement shall be cooled with water immediately before concrete placement. The rate of concrete placement shall be as specified in Sub-Section 500.06.B. Sufficient skilled men and adequate equipment shall be available to place concrete without delays. The Engineer may prohibit the use of equipment that contributes to delays in concrete placement.
C. FINISHING: "Splash on" water shall not be used to aid screeding or finishing operations. Fogging the surface of bridge decks, when required, shall be in accordance with Sub-Section 500.12.C.l.a., b., and c. above. Wind screens may be required to aid in the prevention of thermal or shrinkage cracks which might result from concrete surface drying.
500.16 HANDLING PRECAST UNITS: Precast, non-prestressed units shall not be lifted from the casting bed until the concrete has reached a strength of at least 10 MPa nor shall they be transported or erected until they have reached a strength of at least 20 MPa. No live load (including erection equipment) shall be allowed on the units until they have reached a minimum strength of 30 MPa.
458

500.18
Except as noted above, the applicable portions of Sub-Section 507.04, including Handling and Storage, Preparation of Bearing Areas, Erection, Finish, and Painting shall govern.
500.17 RETAINING WALL INCIDENTALS:
A. DRAINAGE: Unless otherwise shown on the Plans or in the Special Provisions, drainage for retaining walls shall be either Alternate ",N' or Alternate "B" as shown on Georgia Standards 4948 and 9031-L. Number 10 concrete sand shall meet the requirements of Sub-Section 801.02 and have a coefficient of permeability equal to or greater than 30 m per day. The grading requirement for Number 10 concrete sand may be waived providing the coefficient of permeability of the material does not exceed 150 m per day. The drainage blanket and stone may be omitted for retaining walls only when the height does not exceed 1.8 m. When the Plans specify different drainage details, the various items shall be furnished, placed or built in accordance with their requirements.
B. WATERPROOFING AND DAMPPROOFING: When Waterproofing and Dampproofing are specified, the requirements of Sections 530 and 531 respectively shall apply.
500.18 MEASUREMENT AND PAYMENT: This work will be measured for payment either per cubic meter, per Lump quantity, or per Linear meter, whichever is shown in the Plans. This work will be paid for at the Contract Price per cubic meter, per Lump Sum, or per Linear meter, each complete in place and accepted.
No separate payment will be made for waterstops.
A. PLAN QUANTITIES: For all bridges (exclusive of Seal Concrete), concrete culverts, headwalls, and retaining walls, the quantities shown on the Contract Plans, including Standard Plans, will be considered as the Base Pay Quantity, to which calculated additions or deductions will be applied when authorized changes are made. These changes will include, but not be limited to, authorized changes in: footing dimensions, lengthening or shortening of concrete culverts, the correction of Plan Quantities, dimension errors, wall thicknesses of multibarrel culverts, lengthening or shortening of bridge columns or raising or lowering offoundations. Calculations of the Base Pay Quantity, and any changes, will be made according to the following:
1. No deductions will be made for the volume taken up by scorings, panels, and chamfers, providing their individual areas are less than 625 mm2. The volume of concrete in fillets of the same area will be neglected.
2. The volume of structural steel and of steel and concrete piling encased in concrete will be deducted.
3. The volume of timber piling encased in concrete will be deducted on the basis of 0.07 cubic meter per linear meter of pile.
459

500.18
4. No deduction will be made for the volume of concrete displaced by steel reinforcement, shear connectors, floor drains (unless they are paid for as separate Pay Items), nor for incidentals such as expansion material, joint sealing compound, or utility thimbles and hangers.
5. For Seal Concrete, the quantities shown on the Plans are approximate and are shown for estimating purposes only. These quantities will not be considered as Base Pay Quantities.
B. PER CUBIC METER BASIS::
1. BRIDGES, CONCRETE CULVERTS, HEADWALLS AND RETAINING WALLS: The quantity of concrete to be measured for payment will be the algebraic summation of the Base Pay quantity and authorized quantity changes. Necessary additional quantities brought about by irregularities in footing depths and keyway dimensions due to unanticipated rock removal when reasonable care in removal is taken will be measured separately for payment. This additional quantitY,as well as additional quantities necessary due to the existence of voids or crevices within the spread footing area and the authorized filling of trenches cut in rock outside footing areas to facilitate dewatering will be paid for as filler concrete, per cubic meter, and payment will be at 40 percent of the Contract Price per cubic meter for Class "A" Concrete, or Class "AA" Concrete, as the case may be.
2. SEAL CONCRETE: The quantity of concrete to be measured for payment will be calculated using the specified horizontal seal dimensions shown on the Plans. When the Plans do not specifically require a seal and a seal becomes necessary, or when the Plans show no seal dimensions, the maximum pay dimensions in each direction will be the Plan dimension of the structural footing plus 1.0 m (0.5 m each side). If lesser dimensions are used in construction, measurement' will be based on these lesser dimensions. Concrete placed beyond the maximum pay limits will not be measured. If there is no Contract Price for Seal Concrete, payment will be per cubic meter, measured as above, at 60% of the Contract Price per cubic meter for Class A concrete.
C. PER LUMP SUM BASIS: The quantity of concrete shall conform to that required by the Plan dimensions. Measurement will be made as a unit, complete in place including diaphragms, sidewalks, and concrete parapets, but exclusive of the concrete in concrete handrailing, barriers and in Prestressed Bridge Members. Cost of steel joints and metal bearing assemblies used in structures where there is no structural steel Pay Item shall be included in the Contract Price for Superstructure Concrete, unless otherwise shown on the Plans. When authorized changes are made, the lump sum payment may be adjusted on a pro rata basis or in accordance with Section 104 as determined by the Engineer. Tabulated quantities are shown on the Plans as a service and the Contractor will not be relieved of any responsibility for
460

500.18
conformity to plan details. It shall be the Contractor's responsibility to determine the actual quantities required prior to submitting the bid.
When the Contractor exercises an optional feature of the Plans, no change will be made in the Base Pay Quantity if this is the only quantity change involved. However, if other changes are necessary, the quantity change resulting from the optional feature will be considered in the necessary quantity adjustments.
When prestressed concrete deck panels are used and have been placed, payment in the amount of 25% of the Lump Sum Superstructure Concrete price will be made. For Post-Tensioned Box Girder Bridges, this percentage (25%) shall apply to that part of the superstructure concrete in the top slab of the box only.
When the false work has been completed for Post-Tensioned Box Girder Bridges, payment in the amount of 20% of the Lump Sum Superstructure Concrete price will be made. Additional payments made as the concrete is placed must be adjusted for the payment for false work; i.e., payment for concrete placed will be based on 80% of the Superstructure Bid Price.
D. RETAINING WALL INCIDENTALS:
1. DRAINAGE SYSTEMS: Sand blankets, crushed or broken stone, and weep holes will not be measured for separate payment, and their costs shall be included in the Contract Price for concrete. Drainage items required by Special Plans will be measured for payment by the unit specified on the Plans only when they are set up as specific Pay Items, and such payment will be full compensation for the costs of all excavation and backfill necessary to place them. Otherwise, their costs shall be included in the Contract Price for concrete.
2. MISCELLANEOUS: Expansion material, rubber or polyvinyl plastic water stops, and the like will not be measured for separate payment, and their costs shall be included in the Contract Price for concrete.
E. UTILITY INSTALLATION HARDWARE: When the Plans require the placement of utility installation hardware, these items will be furnished to the Contractor by the Utility Company involved, and the Contractor shall place them as directed. The cost of placing them shall be included in the Contract Price for the class of concrete into which they are to be placed. All other work including painting as required, shall be the responsibility of the Utility Company.
F. GENERAL: The payments specified in this Section will be full compensation for all things, including incidentals, and all costs, both direct and indirect, necessary to complete the work described.
G. GROOVING: Grooving of bridge decks and approach slabs acceptably completed in accordance with Sub-Section 500.11.C.6.c.(2) above will be measured and paid for by the Square Meter. Such payment shall be full compensation for furnishing the necessary equipment and performing the Work.
461

501.01

H. CONCRETE FOR BASE AND PAVEMENT WIDENING: When narrow sections of Portland Cement Concrete are used to widen existing bases or bases and pavements, Class "B" Concrete shall be used as shown on the Plans or as directed by the Engineer. Measurement and payment will be by the cubic meter complete in place and accepted. The use of a higher class of concrete will be permitted at no additional cost to the Department.

Payment will be made under:

Item N0.500. Superstructure Concrete Class_ _,

Bridge No._ _

:

Item No. 500. Concrete Handrailing

(desi~ation)

Item No. 500. Class_ _Concrete

Item No. 500. Class_ _Concrete,

High Early Strength

Item No. 500. Seal Concrete

Item No. 500. Class "B" Concrete Base

or Pavement Widening

Item No. 500. Class_ _Concrete including

Reinforcement Steel

Item No. 500. Class A Concrete - Filler

Item No. 500. Class_ _Concrete-

Retaining Wall

Item No. 500. Grooved Concrete

Item No. 500. Concrete Barrier

per Lump Sum
per Linear Meter per Cubic Meter
per Cubic Meter per Cubic Meter
per Cubic Meter
per Cubic Meter per Cubic Meter
per Cubic Meter per Square Meter per Linear Meter

SECTION SOl-STEEL STRUCTURES

501.01 DESCRIPTION: This work shall consist of furnishing structural steel and miscellaneous metals, all complete in place and conforming with the lines, grades and dimensions as shown on the Plans or established by the Engineer. It does not include bearing devices for prestressed concrete bridge members, utility installation hardware, or any metal which is covered under another Pay Item.

Each heat number, from which structural steel is furnished for fabrication of main members, must be sampled and tested by the Department. In order to facilitate this testing, the contractor shall insure that one piece from each heat of main member structural steel is shipped to the place of fabrication with sufficient extra length to permit a properly oriented representative sample (100 mm x 300 mm) to be taken. This may require that the extra length pieces be 100 mm or 300 mm longer, depending on testing orientation requirements.

501.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Structural Steel Cold-Finish Carbon Shafting Steel Castings

851.01 854.06 854.07

462

501.03

Paints Steel Bolts, Nuts, and Washers Anchor Bolts High Tensile Strength Bolts, Nuts, and Washers Shear Connectors Elastomeric Pads Plain Cotton Duck Rubber Impregnated Cotton Duck Galvanizing Self-Lubricating Bronze Bearing and
Expansion Plates and Bushings

870 852.01 852.02 852.03 512 885.01 881.01 881.02 ASTM A 153
857.03

501.03 GENERAL FABRICATION:

A. It is the responsibility of the Contractor (or the fabricator) to submit to the Office of Materials and Research the fabricator's written Quality Control program for approval prior to the commencement of any fabrication. This Quality Control program, including QC personnel, will be subject to such verification as deemed necessary by the Department's Materials and Research Engineer. Inspection by the State does not relieve the Contractor from his responsibilities to perform Quality Control (QC) on all non-fracture critical and fracture critical members and their components.

B. GENERAL SHOP AND MILL REQUIREMENTS:

1. SHOP DRAWINGS: The Contractor shall prepare Shop Drawings for structural steel and other metal materials to be fabricated. These drawings shall show all details necessary for shop fabrication and field erection. The sheet shall be the standard sheet size of the Department's Bridge office. At least 2 complete sets of preliminary prints marked NOT FOR FIELD USE, or similarly, shall be submitted to the Department's Bridge and Structural Design Engineer, hereinafter referred to as the Bridge Engineer, for review before any materials are fabricated. After the preliminary prints have been reviewed and all revisions have been made, at least 5 complete sets of the final drawings shall be furnished the Bridge Engineer who will mark each drawing with his conditional stamp of approval. One stamped set will be returned to the Contractor's fabricator. The Bridge Engineer shall be furnished as many additional sets offinal prints as he may require. The review of Shop Drawings and their subsequent conditional approval by the Bridge Engineer will be considered as a service performed for the Contractor. The Department will assume no responsibility for the accuracy of the drawings, nor will the Contractor be relieved thereby of any responsibility for conformity to the Specifications and Plans. For structures carrying railway traffic, and for any other structure when specifically designated, the Contractor shall furnish the Bridge Engineer a full set of permanent reproducibles of the final Shop Drawings.

463

501.03
Shop Drawings for welded construction shall show welding symbols in accordance with the standard welding symbols of the American Welding Society. Special conditions shall be fully explained by added notes or details. Sequence and techniques shall be shown for those areas where control of shrinkage stresses and distortion is necessary.
2. CHANGES AND SUBSTITUTIONS: No change shall be made in any Shop Drawing after it has been conditionally approved without the written consent of the Bridge Engineer. All revisions shall be listed and symbolized on each drawing. Substitutions of materials having dimensions and weights other than those shown on the Plans may be made only with the written consent of the Bridge Engineer. When an approved substitution is made, all resulting changes will be at the Contractor's expense.
3. ALTERNATE LOCATIONS OF SPLICES AND CONNECTIONS: If the Contractor desires to make splices or connections at locations other than those shown on the Plans, he shall submit his proposal and Shop Drawings to the Bridge Engineer, whose written approval will be required before the work proceeds.
4. IDENTIFICATION OF STEELS DURING FABRICATION: Shop Drawings shall show the grade of steel to be used and shall specifically identify each piece. Pieces made of different types or grades of steel shall not be given the same assembling or erecting mark. The Contractor's system of assembly-marking individual pieces, and the issuance of cutting instructions to the shop, shall maintain identity of the mill test report number. The Contractor may furnish material from stock providing it can be identified by heat number and mill test report. Excess material which is separated from the full-size piece furnished and which is placed in stock for later use shall be marked with the mill test report number, its heat number and with its ASTM A 6M Specification identification color code, if any. Pieces of steel, which are to be cut to smaller sized pieces, shall be legibly marked before cutting with the ASTM A 6M Specification identification color code. Individual pieces of steel, which are furnished in tagged lifts or bundles, shall be marked with the ASTM A 6M Specification identification color code immediately upon being removed from the bundle or lift. Heat numbers and color codes shall be transferred only in the presence ofthe Inspector. Pieces of steel, which will be subject to fabricating operations which might obliterate a painted color code marking before assembling into members, shall be marked for grade by steel die stamping or by a substantial tag firmly attached. The identification color code shall be used as specified in ASTM A 6M. Steels which are not included in the A 6 Specification shall have an
464

501.03
individual color code established and on record. Upon request, the Contractor shall furnish an affidavit certifying
that he has maintained the identification of the steel throughout the fabrication operation in accordance with these Specifications.
In addition to the above requirements, the fabricator shall be able to demonstrate by a written procedure and by actual practice a method of material application and traceability, visible at least through the "fit up" operation, of the main stress carrying elements of a shipping piece. The Traceability Method shall be capable of verifying proper material application as it relates to:
a. Material specification designation
b. Heat Number
c. Material test reports for special requirements where required.
5. MILL AND SHOP INSPECTION: The Contractor shall give sufficient notice to the Department's State Materials and Research Engineer, hereinafter referred to as the Materials Engineer, before the beginning of work at the mill or shop in order that inspection may be provided. No material shall be rolled or fabricated before the Materials Engineer has been notified as to where the orders have been placed, nor until arrangements for inspection have been made or waived. The Contractor shall furnish all facilities for the inspection of materials and quality of work in the mill and shop. Inspectors shall be allowed free access to the necessary parts of the premises and shall have the cooperation of the Contractor in their inspection. Shop Inspection will be required of all steel and other metal materials being fabricated. The Inspector will determine that all steel, whether members, member components, or other fabricated steel components, is in accordance with the Plans and Specifications. No steel shall be cut and no prime paint shall be applied until the Inspector has identified the steel by color code and correlated its heat numbers obtained from certified mill test reports. The Inspector will check all fabrication, paying particular attention to the grade of steel, dimensions, welding, and bolting. The Inspector will also perform nondestructive testing inspection as necessary to determine conformance with the Specifications and Plans. The Inspector has the authority to reject materials or quality of work which do not meet the Specifications. Inspection at the mill or shop is intended as a means offacilitating the work and avoiding errors, and will not relieve the Contractor from any responsibility with regard to imperfect material or quality of work.
6. REJECTIONS: The acceptance of materials or members by the Inspector will not prevent their later rejection if they are found to be defective. Rejected material or members shall be promptly replaced or repaired by the Contractor at no additional expense to the Department.
7. MILL ORDERS AND SHIPPING STATEMENTS: The Contractor shall
465

501.03
furnish as many copies of mill orders and shipping statements, covering fabricated materials and related miscellaneous materials, as the Engineer may direct. The weights of the individual members shall be shown on the statements.
8. TEST REPORTS: The Contractor shall furnish the Engineer two certified and legible copies of mill test reports showing results of physical tests and complete ladle analyses for each heat and grade of steel ordered. The reports shall refer to the ASTM designation of tests used and shall be furnished at the Contractor's expense. If the fabricator desires to use materials from his stock for minor items whose quantity for the project is less than the minimum requirement for a mill rolling, the fabricator may do so if the following two additional requirements are met:
(1) Mill test reports shall show that stock material meets the requirements of the Specifications.
(2) The stock material is identifiable as to the various steel specifications so the Inspector can determine that the material meets the required Specification.
In lieu of these requirements, representative samples may be taken from the stock and tested by the Engineer. Such sampling and testing will be at the Contractor's expense.
9. SELF-LUBRICATING BRONZE PLATES: These plates shall be cast bronze, unless otherwise shown on the Plans. The type of bronze to be used shall be shown on the Shop Drawings.
C. SHOP WORK AND FABRICATION:
1. GENERAL QUALITY OF WORK AND FINISH: The quality of work and finish of all shop work shall be of an acceptable quality. Shearing, flame cutting, and chipping shall be neatly and accurately done, and all parts of the work shall be neatly finished.
2. STORAGE OF MATERIAL: Structural material shall be stored above the ground. It shall be kept free from dirt, grease, and other foreign matter, and be protected as far as practicable from corrosion.
3. STRAIGHTENING OF MATERIAL: Rolled material shall be straight to the mill tolerances provided in ASTM A 6M before being laid off or worked. Straightening shall be done by methods which will not injure the metal. Sharp kinks and bends will be cause for rejection of the material.
4. EDGE PLANING: Sheared edges of plates more than 16 mm thick shall be planed to a depth of 6 mm.
5. RE-ENTRANT CUTS: Re-entrant cuts shall be filleted, notch free to a minimum radius of 19 mm.
6. OXYGEN CUTTING: Steel may be oxygen-cut provided a smooth
466

501.03
surface, free from notches and cracks is obtained, and provided an accurate profile is secured by the use of a mechanical guide. Hand oxygen-cutting shall be done only where approved. All oxygen-cutting shall be in accordance with AWS D 2.0. Oxygen-cut surfaces of members shall have their corners rounded to 2 mm radius by grinding after cutting.
7. CAMBER: The camber shown on the Plans will be that required after complete fabrication of the member, including the attachment of cover plates and shear connectors. Cambering shall not be accomplished by any method which will induce temporary or permanent stresses that may impair the service life of the member. Camber for plate girders shall be obtained by cutting both edges of the web after the shop web splices have been completed and inspected. The Contractor will be permitted to use a reasonable amount of heat to adjust for any inaccuracy from the desired camber ordinates which result from distortion in the web due to oxygen-cutting and due to shrinkage of weld metal. Heat applied to adjust camber shall not exceed 620C. The camber for rolled beams may be obtained by approved heat-cambering methods.
8. FINISH OF BEARING SURFACES: Metal surfaces which bear on metal or masonry surfaces shall be finished as specified below:
a. SOLE AND BEARING PLATES: Sole plates and bearing plates shall have full contact when assembled. Any plate which is warped or deformed shall be straightened before machining. The surfaces of plates to be in contact with masonry shall be either machined to a ANSI 50 J.lm surface roughness rating value or straightened so that the maximum clearance under a straight edge placed across the bearing surface in any direction shall not exceed 2 mm.
b. CAST PEDESTALS AND SHOES: The surfaces of cast pedestals and shoes to be in contact with metal surfaces shall be machined.
c. FABRICATED BEARING ASSEMBLIES: The requirements noted in Sub-Section 501.03.C.8.b. shall also apply to fabricated bearing assemblies. Final machining shall be done after the assembly is completely fabricated. If heat treating of the complete assembly is required, the final machining shall be done after the heat treatment.
d. PLATES IN CONTACT WITH ELASTOMERIC PADS: These plates shall be straight and free of loose mill scale. The surface in contact with the elastomeric pad shall not be machine-finished.
e. DIRECTION OF CUT: The machined faces of movable surfaces and their opposing contact surfaces shall be machined so that the direction of the finish cut will be in the direction of the expected movement, unless non-directional finishing equipment is used.
f. ABUTrING JOINTS: Abutting joints in compression members, and
467

501.03

in tension members when specified on the Plans, shall be faced and brought to even bearings. When facing of joints is not required, the opening shall not exceed 6 mm.

g. STANDARDS OF SURFACE FINISH: The surface finish of bearing and base plates and of other bearing surfaces which are to be in contact with each other or with concrete shall meet the ANSI surface roughness requirements as defined in ANSI B 46.1 Part 1, as follows:

Steel Slabs Heavy Plates in Contact in Shoes to be Welded Milled Ends of Compression Members and Milled
or Ground Ends of Stiffeners and Fillers Bridge Rollers and Rockers Pins and Pin Holes Sliding Bearings

ANSI 50 J.lm ANSI 25 J.lm
ANSI 12.5 J.lm ANSI 6.3 J.lm ANSI 3.2 J.lm ANSI 125 J.lm

9. ANNEALING AND STRESS RELIEVING: Structural members required by the Plans to be annealed or normalized shall have finished machining, boring, and straightening done after heat treatment. Annealing (full annealing) and normalizing shall be done as specified in ASTM E 44. During heating and cooling, the temperature shall be kept uniform throughout the furnace such that the temperature
difference between any two points on the members will not exceed 40C at anyone time. A record of each furnace charge shall be made to identify the pieces in the charge and to show the temperatures and
schedule actually used. Proper instruments, including recording pyrometers, shall be provided for determining the temperatures of members in the furnace at any time. The method of recording the procedures of treatment operation shall be subject to approval. When required by the Contract, welded bridge shoes, pedestals, and other similar weldments shall be stress relieved in accordance with the procedure in the AWS Specifications.

10. COMPONENT FABRICATION:

a. BEAM AND GIRDER ENDS: The ends of all beams and girders shall be fabricated to be vertical in the final erected position, unless otherwise shown on the Plans.

b. END CONNECTION ANGLES: End Connection Angles shall be built to exact length shown on the Plans, measured between the heels of the connection angles, with a permissible tolerance of plus 0 to minus 2 mm. Where continuity is to be required, end connections shall be faced. The thickness of the connection angles shall not be less than 10 mm, nor less than that shown on the Plans, after facing.

c. STEEL JOINTS: The plates, angles, or other structural shapes shall be accurately shaped at the shop to conform to the section of the concrete deck. Painting and other fabrication requirements shall conform to the governing Specifications for these Items.

468

501.03
d. BENT PLATES: Unwelded, cold bent, load carrying rolled-steel plates shall meet the following requirements:
(1) They shall be selected so that the bend line will be at right angles to the direction ofrolling.
(2) Bending shall be such that no cracking of the plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in the following table:

All grades of structural steel in this Specification

THICKNESS "T" IN MILLIMETERS
Over 12 Over 25 Over 38 Up to 12 to 25 to 38 to 60

2T

3T

Over 60 to 100
4T

Low alloy steel in thicknesses over 12 mm may require hot bending for small radii. If a shorter radius is essential, the plates shall be bent hot at a temperature not greater than 650C. Hot bent plates shall conform to requirement (1) above.
(3) The corners of the plate shall be rounded before bending to a radius of 2 mm throughout that portion of the plate at which bending is to occur.
e. STIFFENERS: Bearing stiffeners and stiffeners intended as supports for concentrated loads shall have full bearing on the flanges to which they transmit load or from which they receive load. Bearing surfaces of these stiffeners shall be milled or ground. On weldable steel in compression areas of flanges, such stiffeners may be welded as shown on the Plans. Stiffeners not located at points of concentrated loads shall fit sufficiently tight to exclude water after being painted, unless otherwise shown.
f. PINS: Pins shall be accurately turned to the dimensions shown and shall be straight, smooth and free of flaws. Pins may be forged and annealed or of cold-fmished carbon steel shafting. Two pilot nuts and two driving nuts shall be furnished for each size of pin, unless otherwise specified.
g. PIN HOLES: Pin holes in members shall be bored true to the specified diameter, smooth and straight, and at right angles to the axis of the members and parallel with each other, unless otherwise required. The final surface shall be produced by a finishing cut. Boring of holes in built-up members shall be done after the bolting or welding is completed. The diameter of the pin hole shall not exceed that of the
469

501.04
pin by more than 0.50 mm for pins 125 mm or less in diameter, or 0.75 mm for larger pins.
h. THREADS: Threads for all bolts and pins for structural steel construction shall conform to the Metric Screw Threads ANSI B1.13M, Class 2A for external threads and Class 2B for internal threads except pin ends having a diameter of 35 mm.
i. UNFINISHED AND TURNED BOLTS: Ribbed bolts shall not be used. Bolts shall be unfinished or turned bolts conforming to the requirements of ASTM F 568, Class 4.6. Bolts shall have single selflocking nuts or double nuts unless otherwise shown. Beveled washers shall be used where bearing faces have a slope of more than 1 to 20 with respect to a plane normal to the bolt axis. The surface of turned bolts shall meet the ANSI roughness rating of 3.2 p.m. Heads and nuts shall be hexagonal with standard dimensions for bolts of nominal size specified or the next larger size. A washer shall be provided under the nut. The diameter of the threads shall be equal to the body of the bolt or the nominal diameter of the bolt specified. Threads shall be entirely outside ofthe holes for turned bolts.
j. ANCHOR BOLTS: Anchor Bolts shall be the size and shape specified on the Plans.
11. COATING OF MACHINE-FINISHED SURFACES OF STEEL: Opposing surfaces of sliding bearings, mating convex and concave surfaces of curved plates and rocker bearing assemblies, sliding surfaces opposite self-lubricating bronze surfaces, and pin and pinholes shall be coated with a rust inhibiting grease or with other approved corrosion preventive compounds. All other machined surfaces, including convex faces of rockers and of sole plates at fixed bearings of spans which have line bearings on steel plates, shall receive one coat of the shop primer specified on the Plans.
12. SHOP PAINTING: Shop painting shall be performed in accordance with the applicable requirements of Section 535. Particular attention is called to Sub-Section 535.04.A.5.b.
D. MARKING AND SHIPPING: Each member shall be marked with an erection mark or matchmark in accordance with the erection diagram. Members weighing more than 3 Mg shall have their weights marked on them. Structural members shall be handled in a manner to eliminate the danger ofbeing excessively stressed, deformed, or otherwise damaged.
501.04 BOLTED CONSTRUCTION:
A. BOLT HOLES: Bolt holes shall be punched full size, subpunched or subdrilled and reamed, or drilled full size as hereinafter specified.
1. FULL SIZE PUNCHED HOLES: Full size punched holes may be used when a member is composed of not more than 5 separate thicknesses of
470

501.04
metal and whenever the thickness of the metal of anyone part is not greater than 19 mm for structural steel, or 16 mm for high-strength steel. The holes shall be punched 2 mm larger than the nominal diameter of the bolts. Full sized punched holes will not be permitted on field connections of main members. The diameter of the die for all punched or subpunched holes shall not exceed the diameter of the punch by more than 2 mm. Holes shall be cleanly cut and without torn or ragged edges. Enlargement of holes shall be done by reaming. Poor matching of holes will be cause for rejection.
2. SUBPUNCHED AND SUBDRILLED HOLES: Holes shall be subdrilled 5 mm smaller than the nominal diameter of the bolts and reamed after assembly when a member is composed of more than 5 separate thicknesses of metal, or the thickness of the metal of anyone main part is greater than 20 mm for structural steel or 15 mm for high-strength steel, or when specified under the requirements of Sub-Section 501.04.D.2. In lieu of the above requirement, holes may be drilled from the solid after assembly. In either case, the holes shall not be more than 2 mm larger than the nominal diameter of the bolts. Holes for turned bolts shall be subpunched or subdrilled. Mter assembly, they shall be carefully reamed to provide a light driving fit with the bolt.
3. REAMED AND DRILLED HOLES: Reamed holes and full sized drilled holes shall be cylindrical, perpendicular to the member, and 2 mm larger than the nominal diameter of the bolts. Reamers shall be directed by mechanical means wherever practicable. Reaming and drilling shall be done with twist drills. Burrs on the outside surfaces shall be removed. Assembled parts shall be taken apart, if required, for removal of burrs caused by drilling or reaming. Connecting parts requiring reamed or drilled holes shall be assembled and securely held while being reamed or drilled and shall be match marked before disassembling.
4. ACCURACY OF PUNCHED, SUBPUNCHED, AND SUBDRILLED HOLES: All holes punched full size or subpunched or subdrilled shall be so accurately made that, after assembling but before any reaming is done, a cylindrical pin 3 mm smaller than the nominal diameter of the punched hole may be entered perpendicular to the face of the member in at least 75% of the continguous holes in the same plane, without drifting. In addition, all holes shall pass a pin 5 mm smaller than the nominal diameter of the hole. If either of these requirements is not fulfilled, the faulty pieces will be rejected.
5. ACCURACY OF REAMED AND DRILLED HOLES: Mter holes are drilled or reamed, at least 85% of the holes in any contiguous group shall have no offset greater than 0.75 mm between adjacent thicknesses of metal. The remainder of the holes shall not be elongated or show an offset greater than 2 mm between adjacent thicknesses of metal.
471

501.04
B. FITTING UP: The pieces forming built-up members shall be straight, close fitting, and clean. Such members shall be true to the required dimensions and free from twists and bends, open joints, burrs, and other defects resulting from faulty fabrication or workmanship. The parts shall be well pinned and firmly drawn together before reaming, drilling, or bolting is commenced. Preparatory to shop bolting of material having full size punched holes, the holes may be spear reamed if necessary to clear and clean the holes for the admission of bolts. The holes shall not be more than 2 mm larger than the nominal diameter of the bolt. End connection angles and similar parts shall be carefully adjusted to correct position and held firmly in place until bolted. Connections shall be adequately and securely fitted up before bolts are placed, and unfair holes shall be reamed or drilled.
C. BOLTED CONNECTIONS USING HIGH TENSILE STRENGTH BOLTS:
1. GENERAL: This section covers the shop and field connections of structural
joints using high tensile strength bolts (hereinafter referred to as HTS bolts) tightened to a specified tension. HTS structural bolts (ASTM A 325M or ASTM A 490M) shall be used. The bolts, nuts and washers shall be furnished in accordance with Sub-Section 852.03.
Upon receipt of HTS fastener assemblies (bolts, nuts and washers) the Inspection Services Branch of the Office of Materials and Research shall be notified. They will verify that the contractor has the documentation required by Sub-Section 852.03 and sample the assemblies as necessary.
Fasteners shall be protected from dirt and moisture at the job site. Only as many fasteners as are anticipated to be installed and tightened during a work shift shall be taken from protected storage. Fasteners not used shall be returned to protective storage at the end of the shift. Fasteners shall not be cleaned of lubricant that is present in the asdelivered condition. Black bolts shall be oily to the touch. When galvanized assemblies are used, the nuts shall have a lubricant that is clean and dry to the touch. The lubricant shall have a color that contrasts with the zinc coating so that its presence is visually obvious at the job-site.
A tension measuring device shall be at all job-sites where HTS structural bolts are being installed and tightened. The tension measuring device shall be used to confirm that the proper snug tight and final installation bolt tension is being reached, that wrenches are properly calibrated and that the bolting crew has an understanding of the importance of proper bolt tensioning. The accuracy of the tension measuring device shall be confirmed through calibration by an approved testing agency at least annually.
All fasteners shall be installed with a hardened washer under the nut or bolt head, whichever is the element turned in tightening. As long
472

501.04
as the slope of the surfaces of bolted parts in contact with the bolt head and nut do not exceed 1:20, with respect to a plane normal to the bolt axis, a flat washer will be used. However, where the slope of an outer face of the bolted parts exceeds 1:20, a smooth beveled washer shall be used. If necessary, washers may be clipped on one side to a point not closer than 85% ofthe bolt diameter from the center of the washer.
All joint surfaces including those adjacent to the bolt heads, nut or washers shall be free from scale (except tight mill scale), dirt, burrs, metal spatters and other defects which will prevent solid seating of the parts. Contact surfaces ofjoints shall also be free from oil, grease, paint, lacquer, galvanizing, rust and other matter. Reference is also made to Sub-Section 535.04.A5.b.
2. INSTALLATION METHOD VERIFICATION: Prior to the start of the bolting operation, the contractor's
installation method must be verified. This verification will determine if the method used (Calibrated Wrench or Turn-of-Nut) will produce the correct bolt tension in all the HTS structural bolts of the completed connection. If this is accomplished, the total clamping force of all bolts will be transferred to the connected members and will be fully effective in resisting slip through friction.
If the contractor is going to use the Calibrated Wrench Method of tightening, the wrench shall be calibrated at least once each working day for each diameter, length and grade of bolt to be installed. Variables such as the addition or deletion of air hose or change of compressors will require recalibration of the wrench. The final objective is that the wrench will be used in job-site tightening under the exact conditions that it was calibrated. Wrenches shall be recalibrated if a significant difference is noted in the surface condition or level of lubrication of the bolt threads, nuts or washers.
Select three assemblies (bolt, nut and washer) from each diameter, length and grade to be installed. Install each bolt, nut and washer into the tension measuring device and install sufficient spacers and/or washers so that at least three but not more than five full threads are between the nut face and the underside of the bolt head. The element (nut or bolt head) turned during this verification must be the same as that to be turned in the work. A hardened washer must be in place under the turned element.
Both methods of tightening (Calibrated Wrench or Turn-of-Nut) can be verified with one ofthe following procedures:
Snug tighten each assembly using the snug tightening procedure which will be used in the work. Following this snug tightening, place appropriate marks on the end of the bolt stick out and nut, or bolt head and tension calibrator, or drive socket and tension calibrator.
When the Calibrated Wrench Method is to be used and the wrench is an impact wrench, each of the three assemblies shall be tightened further (from snug tight) and the wrench adjusted or set to cut-out at a tension not less than 5% to 10% higher than the appropriate tension
473

501.04
shown in Table A. Bolts tightened to this cut-out point should consistently develop the required minimum tension. This cut-out point shall be the actual job-site setting.
When the Calibrated Wrench Method is to be used and the wrench is a manual torque wrench, each of the three assemblies shall be tightened further (from snug tight) and the torque noted which was required to induce a bolt tension 5% to 10% higher than the appropriate tension shown in Table A. Torque must be measured with the nut in rotation. The minimum torque used for job-site installation tightening shall be the average of the three tests. If very erratic results are obtained, that torque wrench should not be used.
When the Turn-of-Nut method is to be used, further tighten the three assemblies (from snug tight) to the appropriate rotation shown in Table B. At this rotation, the minimum bolt tension shall be 5% to 10% higher than the appropriate tension shown in Table A.
Bolts that have been tightened during Installation Method Verification shall not be used in the work nor shall any other HTS structural bolt that has been used previously.
3. INSTALLATION: Upon completion of a joint assembly, each bolt shall have a tension
5% to 10% in excess of the required minimum value shown in Table A.

TABLE A REQUIRED FASTENER TENSION

Nominal Bolt Diameter and Thread Pitch
M16x2 M20x2.5 M22x2.5 M24x3 M27x3 M30x3.5 M36x4

Minimum Tension(ll in kN

ASTM A325M

ASTM A490M

Bolts

Bolts

91

114

142

179

176

221

205

257

267

334

326

408

475

595

(llEqual to 70 percent of specified minimum tensile strengths of bolts (as specified in ASTM Specifications for tests of full size A 325M and A 490M bolts with Metric Coarse Thread Series).
Tightening shall be accomplished by either the Calibrated Wrench Method or the Turn-of-Nut Method. Whichever method is used, the final rotation of the nut or bolt (whichever is the turned element) from a snug tight condition shall be in accordance with Table B.

474

501.04
The importance of the snug tightening process cannot be overemphasized. Snug tight is defined as the tightness that exists when the plies of the joint are in firm contact. This may be obtained by a few impacts of an impact wrench or the full effort of an individual using an ordinary spud wrench. The "snug tightening" procedure shall produce ten (10) to thirty (30) percent of the required fastener tension shown in Table A
TABLE B NUT ROTATION(l) FROM SNUG TIGHT

Bolt Length (measured from underside of head to end of bolt)
4x dia. or less
Greater than 4 but no more than 8x bolt dia.
Greater than 8x bolt dia. not exceeding 12x

Both Faces Normal To Bolt Axis
1/3turn

One Face Norma! One Faced Sloped Not More Than 1:20
1/2turn

Both Faces Sloped Not More Than 1:20
% turn

1/2turn

% turn

5/6 turn

% turn

5fe turn

1 turn

(1) nut rotation is relative to bolt, regardless of the element (nut or bolt) being turned. For bolts installed by 11. turn or less, the tolerance shall be plus 30 degrees, minus 0 degrees. For bolts installed by 2fa turn and more, the tolerance shall be plus 45 degrees, minus 30 degrees.

When the bolts are too short to fit in the tension calibrating device the Turn-of-Nut method shall be used in the actual work.
a. CALIBRATED WRENCH METHOD OF TIGHTENING: Bolts shall be installed in all holes of the connection with a
hardened washer under the turned element and brought up to a snug tight condition. Snug tightening shall progress systematically from the most rigid part of the connection to the free edges. Start the pattern near the end of each member being spliced, at the center of the pattern, and work toward all edges of the splice plate. Following this initial snug tightening, all bolts in the joint shall again be systematically tightened as necessary using a similar pattern until all bolts are simultaneously snug tight and the connection is fully compacted.
Following the snug tightening operation, all bolts in the connection shall be fully tightened using the calibrated wrench (either air impact or manual torque). Tightening shall progress systematically from the most rigid part of the joint to its free edges. After the first pass all bolts shall again be systematically tightened to ensure that any bolts that may have been relaxed as a result of subsequent tightening of adjacent bolts are tightened to the prescribed amount.

475

501.04
Impact wrenches shall be operated until the wrench cuts-out at the setting established by calibration. If a manual torque wrench is used the target torque shall be measured with the turned element in motion.
It shall be verified during actual installation in the assembled steel work that the wrench adjustment, selected by the calibration, does not produce a nut or bolt head rotation from snug tight greater or less than that permitted in Table B.
b. TURN-OF-NUT METHOD OF TIGHTENING: Bolts shall be installed in all holes of the connection with a
hardened washer under the turned element and brought up to a snug tight condition. Snug tightening shall progress systematically from the most rigid part of the connection to the free edges. Start the pattern near the end of each member being spliced, at the center of the pattern, and work toward all edges of the splice plate. Following this initial snug tightening, all bolts in the joint shall again be systematically tightened as necessary using a similar pattern until all bolts are simultaneously snug tight and the connection is fully compacted.
Following this snug tightening operation, all bolts in the connection shall be tightened by the applicable amount of rotation as specified in Table B. During the tightening operation there shall be no rotation of the part not turned by the wrench. Tightening shall progress systematically from the most rigid part of the joint to its free edges. Start the pattern near the end of each member being spliced, at the center of the pattern, and work toward all edges of the splice plate.
4. INSPECTION: The inspection procedures giving the best assurance that bolts are
properly installed and tensioned is provided by Inspector observation of the calibration procedures and monitoring of the work in progress. This will assure that the procedure which was demonstrated to provide the specified tension is routinely adhered to. When such a program is followed, no further evidence of proper bolt tension will be needed. If installation tension verification becomes necessary subsequent to the time the work of installation and tightening of bolts is performed, the Inspection Services Section of the Office of Materials and Research shall be notified.
The Inspector will be responsible for making the following checks prior to and/or during the bolting operation:
a. The surface condition and storage of bolts, nuts and washers must be closely monitored. The Inspector must allow the Contractor to remove from protective storage only as many fasteners as are anticipated to be installed and tightened during a work shift. Fasteners not used must be returned to protected storage at the end of the shift.
b. The Inspector must verify that all bolt tension calibrators have been calibrated within the last year and that manual torque wrenches have been calibrated.
476

501.04
c. The Inspector must assure that each bolting crew member understands the procedure for snug tightening the joint and should have demonstrated this knowledge by tightening a fastener in a bolt tension calibrator.
d. The Inspector must witness the Installation Method Verification Procedure and ensure that the same conditions exist during the actual job site tightening.
e. The Inspector will witness the installation of the fasteners in the work to assure that the selected method oftightening is properly carried out. This monitoring will verify that all plies of connected material have been drawn together and the procedure for "snug tightening" has been followed.
f. The Inspector will witness the final tightening procedure and shall mark at least two bolts in each connection in such a manner that it can be verified that further tightening (from the snug tight position) produces the rotation specified in Table B.
The Contractor shall provide easy access for the Inspector to the areas of the member to be inspected.
D. ASSEMBLING:
1. DRIFTING: The drifting done during assembling or the making of field connections shall be only enough to bring the parts into position and shall not enlarge or otherwise distort the holes.
2.SHOP ASSEMBLY:
a. NORMAL ASSEMBLY: Unless otherwise specified, each individual (full length) continuous beam, tower (each face), bent, rigid frame, or plate girder shall be assembled in the shop before reaming is commenced. Field connections and field splices shall have all bolt holes subpunched or subdrilled in accordance with Sub-Section 501.04.A.1 and 501.04.A.2. and subsequently reamed while assembled in the shop. The assembly, including the camber, alignment, accuracy of holes, and faced joints, will be subject to approval before reaming is commenced. All holes for field connections of the ends of floor beams and stringers shall be subpunched and reamed while assembled, or reamed to a steel template.
b. COMPLETE ASSEMBLY: When required by the Contract, the complete shop assembly shall be made of an entire structure or a portion thereof, including the floor system.
c. PARTIAL ASSEMBLY: When authorized, the above shop assembly requirements shall be modified as follows to permit partial shop assembly:
(1) For plate girders, continuous beams, rigid frames, and for columns of bents and towers, at least 3 abutting sections shall be assembled. When the Plans require the facing of ends of compression members, these members shall be asembled with the faced ends in full bearing.
477

501.05
d. REAMING AND DRILLING THROUGH TEMPLATES: Templates shall be of steel and shall have hardened steel bushings in holes accurately dimensioned from the center lines of the connection as inscribed on the template and from the finished end of the template. The center lines shall be used in accurately locating the template from the milled or scribed ends of the members. Full size reaming or drilling of field connections through templates shall be done after the templates have been located with the utmost care as to position and angle, and firmly bolted in place. Templates used for reaming matching members, or the opposite faces of anyone member, shall be exact duplicates. Templates used for connections on like members shall be so accurately located that like members shall be duplicates and require no matchmarking. When templates are used to ream field connections of web members of a bent, tower, or girder, at least one end of each web member shall be faced or scribed normal to the long axis of the member. The templates shall be accurately set at both ends from the faced or scribed end.
e. CAMBER DIAGRAM: The Engineer shall be furnished a diagram showing the camber at each splice point for each girder. The diagram shall be based upon measurements taken when the member is assembled in the shop. In the case of a partial shop assembly, the camber diagram shall be based upon theoretical calculated values.
f. MATCH-MARKING: Connecting parts assembled in the shop for the purpose of reaming holes in field connections shall be match-marked in accordance with the erection diagram.
501.05 WELDED CONSTRUCTION:
A GENERAL: Welded construction shall conform to the American Welding Society (AWS) "Structural Welding Code AWS"-AASHTO D 1.5 (including revisions) except as modified by AASHTO (with the exceptions noted below), and these Specifications. FABRICATOR QUALIFICATION CERTIFICATION: Structural steel fabricators shall be certified under the AISC Certification Program, Category III, Major Steel Bridges. The Contractor must submit to the Engineer for approval, all welding procedures that are to be used in the Structural Steel fabrication prior to beginning any steel fabrication. Electroslag or Electragas Welding is prohibited. The fabricator must submit a proposed fabrication schedule to the State Materials and Research Engineer. This schedule should include:
1. Correct Project Number Including County 2. Bridge Number 3. Beginning Fabrication Date 4. Estimated Fabrication Completion Date
An inspector will be assigned to the fabrication shop for as much time as
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501.05
the State Materials and Research Engineer deems fabrication details warrant. Any or all phases of fabrication may be inspected by the State's inspector or authorized representative. These phases will include, but not be limited to, the following operations: Certification and transfer of Heat Numbers and Grade Steel, Dimensions and Assembly, Inspection and Testing of Shop Welds, Non-Destructive Testing, Painting, Random Sampling, Stamp of Shop Inspection. However, inspection by the State does not relieve the Contractor of the responsibility to perform Quality Control on all non-fracture critical and fracture critical members and their components. The Contractor's responsibility under quality control must include 100 percent non-destructive testing of all full penetration welds either by radiographic or ultrasonic testing prior to these welds being offered to the State for Quality Assurance inspection. Also, the Contractor's quality control responsibilities include magnetic particle testing of all fillet welds in accordance with AWS-AASHTO D 1.5 as modified by AASHTO. A copy of all documentation required by the latest AWS-AASHTO D 1.5 under radiographic, ultrasonic, and magnetic particle testing and reporting must be furnished by the Contractor to the State's inspector prior to the State's inspector performing Quality Assurance inspection.
No welding procedure will be deemed prequalified or exempt from test or qualification. However, tests conducted by other States on the same joint and alloy and not more than one-year-old, may be accepted by the Engineer as evidence of qualification within the tolerance limits shown in Table 1. Requalification will be done at least annually and/or at any time, in the opinion of the Engineer, circumstances warrant. It is not intended that a new welding procedure qualification be done at the start of each new project.
The cost of all qualification test and test sample preparation required under these Specifications shall be borne by the Contractor and will be considered as incidental to the work.
The Contractor must qualify all shop welding procedures, and welding operators, with the State Materials and Research Engineer prior to starting machine welding by preparing in the presence of the Engineer's representative, test plates in accordance with Figure 1 and Figure 2. The Contractor must also qualify all field welders in accordance with AWSAASHTO D 1.5. All welding on GA D.O.T. Projects shall be performed by certified welders that have in their possession a current welding certification card issued by GA D.O.T. Office of Materials & Research.
The Department will maintain a list of approved brands of electrodes for which satisfactory reports of tests made within one year have been previously submitted. However, the Contractor shall furnish a manufacturer's certification that the process of material requirements were the same for manufacturing the tested electrodes and furnished electrodes for each lot of electrodes used on the Project. This list may be secured from the State Materials and Research Engineer.
Ovens used for drying electrodes shall be electric drying ovens approved by the Engineer. Refer to AWS-AASHTO D 1.5.
479

GROOVE WELD PROCEDURE QUALIFICATION TABLE 1

(Number and Type of Test Specimens and Range ofThickness Qualified)

Test Plates Thickness

Number of Test Plates
Per Procedure

Number of Test Plates Per Additional Operator

Visual Inspection

Radiographic and/or
Ultrasonic

Reduced Section Tension

Weld Metal Tension

Root Bend

***
Face Bend

Side Bend

****
Charpy
V-Notch
Impact

*
Oto and

~
o00

including 45mm

1

* over

55mm

and incl.

70mm

1

1

Yes

Yes

2

1

2

2

4

5

1

Yes

Yes

2

1

--

4

5

**

over

80mm

1

1

Yes

Yes

2

1

--

4

5

* Test plate qualifies procedure and operator for plates within thickness tolerance of 13 mm of test plate thickness.
** Test plate qualifies procedure and operator for plates within thickness tolerance of 6.5 mm of test plate thickness. *** If welded test plate is over 19 mm in thickness, side bend specimens will be made in lieu of face and root bend specimens. **** Charpy V-Notch Impact test will not be required on test plate less than 19 mm inches in thickness.

ORDER OF REMOVAL OF TEST SPECIMENS FROM GROOVE WELDED TEST PLATE PROCEDURE QUALIFICATION

DIRECTION OF ROLL

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SIDE-BEND

SPECIMEN

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TENSILE-SPECIMEN

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TENSILE SPECIMEN

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FIGURE 1 481

PROCEDURE QUALIFICATION FILLET WELDED TEE JOINT TEST
Manual, Automatic and Semiautomatic

= H 8T2 ~ 375 mm
W=4T2 ~ 175mm L> 1)4T1 OR H~

M~NUAL, AUTOMATIC AND SEMIAUTOMATIC

IlRILL I-lJLE 'J.' HI

:If EQUAl.

1.6 mm

CUT OUT CROSS H.lTCtD N<E:A 45'

SPECIMEN

w
T, = DESIGN SECTION-FLANGE, BUT NOT LESS THAN 2S mm NOR MORE THAN SO mm.
T, = DESIGN SECTION-WEB, BUT NOT MORE THAN 2S OR 19 mm,
~CHEVERISSMALLER
= S DESIGN SECTION, FILLET WELD.
NOTES I. PREPARATION OF SPECIMENS
TEST SPECIMENS MAY BE SAWED OR MACHINED (NOT FLAME CUT) FROM A WELDED SAMPLE AS ILLUSTRATED ABOVE. THESE SPECIMENS ARE PREPARED AS SHOWN ABOVE.
II. TESTING
A MACRO ETCH TEST (SEE PROCEDURE QUALIFICATION, PART B, SECTION S)
B. BEND TESTS SPECIMEN SHALL BE LOADED AND FAILED AS ILLUSTRATED ABOVE.
C. HARDNESS TESTS HARDNESS TESTS SHALL BE MADE ON A IJGHTLY ETCHED SECTION OF MACROETCHED TEST SPECIMENT WITH A SUITABLE MACHINE.
III. TEST RESULTS REQUIRED
A MACRO ETCH TEST-{SEE PROCEDURE QUALIFICATION, PART B, SECTION S).
B. BEND TESTS MINIMUM VALUE OF ANGLE Z AT FAILURE SHALL BE NOT LESS THAN THE APPLICABLE VALUE IN THE TABLE BELOW
C. HARDNESS THE HARDNESS OF THE WELD METAL AND HEATAFFECTED ZONE SHALL NOT BE GREATER THAN VICKERS SOO* NOR LESS THAN VICKERS 24S*. * TEST RESULTS FROM OTHER MACIDNES MAY BE CONVERTED IN ACCORDANCE WITH ASTM E140.
FIGURE 2
482

L.llAIl AT llEGINtIHG Of TEsr

LOAD AT INTERMEDIATE STAGE OF TEST ILLUSTRATING MANNER OF BEND

LOAD AND BEND TO FAILURE OR UNTIL KEYHOLE "V" NOTCH IS CLOSED. FAILURE IS INDICATED BY OPENING IN WELD SURFACE OR CROSS SECTION GREATER THAN 1.6 mm IN ANY DIRECTION.
MINIMUM ANGLE z*

TEST

.= .= WEB
TIDCKNESS

FILLET WEB SIZE
10tDm lSlIl:IEI 16mm 19=

6mm 8mm 10mm 11mm lSmm 14mm 16mm 17mm 19mm

16' 14' 16' IS' IS' 16' 12' 14' 15' 11' IS' 14' 16' 12' IS' IS' 11' 12' 14' 16' 12' 14' IS' 11' IS' 15' 16'

501.05
Non-destructive testing for final acceptance of fillet and groove welds may be delayed 24 hours after welding has been completed for material 50 mm or less, 48 hours for material over 50 mm if weld cracking is suspected or observed to occur.
Methods of non-destructive testing other than those specified may be used for examination of weld passes or completed welds at the owner's expense. Refer to AWS-AASHTO D 1.5.
Unless otherwise specified on the Plans or in Special Provisions, butt welds in main members will be tested by the ultrasonic method.
In addition to the testing requirements of the Plans, Specifications, and Special Provisions, the Engineer may elect to require ultrasonic testing if, as determined by him, the quality of the Work warrants it.
The Department of Transportation, in its routine performance of Quality Assurance Inspection, will ultrasonic, or magnetic particle test approximately twenty-five percent of all welds. Ultrasonic, or magnetic particle testing that is made by the Department of Transportation under its Quality Assurance Inspection rate of approximately twenty-five percent will be made at no cost to the Contractor. The full cost of additional ultrasonic, or magnetic particle testing made above this twenty-five percent rate to determine the extent of weld defects and to check the corrected work shall be borne by the Contractor. The costs to the Contractor for ultrasonic, and/or magnetic particle inspection of welds made necessary by faulty welding will be at the following rate: $75.00 per hour for inspector and equipment.
The above rate includes all costs including travel, and subsistence. Travel time will be included in determining costs to the Contractor. If the Contractor is equipped with satisfactory ultrasonic, and/or magnetic particle inspection equipment, the Work corrected in the shop may be tested by the Contractor at no additional expense to the Department, but interpretation of ultrasonic, and magnetic particle inspection shall be made by the Engineer.
Labor and equipment shall be furnished to position welds for magnetic particle testing, to assist in the transport of ultrasonic equipment, and for providing easy access for the Inspector to the areas of the member to be tested. The Inspector's access to work in the shop and field shall be granted top priority.
In the case of field testing the Contractor must provide a continuous walkway between the center most line of stringers from one of the approach fills to the farthest row of splices. Cross-walks connecting with the centerline walkway shall be provided at each butt welded splice or bolted connection on each row of stringers. Working platforms may rest on the top side of the bottom flange with supporting braces fitting flush against the web. A minimum of 450 mm of clearance must be provided on each side of the welded splice or bolted connection. In no case shall the top of the working platform be more than 75 mm above the top side of the bottom flange.
483

501.05
All walkways and working platforms shall be properly constructed of sound materials. If they are constructed of wood the wood shall be free of excessive knots or knots that could cause an unsafe condition. All walkways shall be a minimum of 500 mm in width and of sufficient length to permit each end to rest on a fixed part or member of the bridge. Walkways must have a vertical support at least every 3 m. All working platforms must be a minimum of 900 mm in width and of sufficient length to permit each end to rest on a fixed part or member of the bridge.
In cases where the Contractor has already decked from the end bent out to the splices, it will not be necessary to have a separate walkway unless the deck reinforcement steel has been put in place. The Contractor must not allow deck forms to be placed within 450 mm of splices until the welds or bolted connections have been inspected and accepted.
Any necessary corrective work indicated by the ultrasonic test or by magnetic particle test will be brought promptly to the contractor's attention. Welders shall be available to repair faulty work as soon as practical.
Welds that do not meet the requirements ofthe Specifications shall be repaired by methods permitted by 3.7 of AWS-AASHTO D 1.5 Specifications or they shall be removed and replaced, or the entire piece shall be rejected, as determined by the Engineer.
After welding repairs are made, the Engineer will have the repaired areas retested to determine if the repairs meet Specification requirements.
Temporary or permanent welds which are not shown on the Plans or not permitted by the Specifications shall be made only with the Engineer's approval.
For built-up members, paragraph 3.5.1.7 of AWS-AASHTO D 1.5, modified, shall apply except at ends which are to be field connected by welding. The combined warpage and tilt tolerances shall be one-half ('12) that specified.
For rolled shapes, mill practice tolerances (ASTM A 6M) shall apply except at ends which are to be field connected by welding. The combined warpage and tilt tolerances shall be the same as modified above.
The above tolerances shall be applied in all cases except that for deviations which are additive when measured at the toe, the maximum offset between. adjoining flanges cannot exceed 6 mm.
Paragraph 3.5.2. of AWS-AASHTO Standard Specifications referenced above is deleted in its entirety. In lieu of Paragraph 3.5.2., the following shall apply: Ends of all members which are to be field connected by welding shall be shop assembled in laydown position (placed to grade from bearing to bearing) prior to ends being cut to length. Adjoining ends shall be match-cut while in laydown position and matchmarked at the center point of the web section to assure proper vertical alignment of field splices. In addition, rolled shapes with ends to be field welded must be checked prior to commencement of fabrication so that allowed mill tolerances on centerline of web to flange measurements can be taken into consideration and shapes paired to provide best possible alignment.
484

501.05
B. The following paragraphs of the AWS-AASHTO specifications will be modified as follows: Paragraph 3.10.1. Delete and substitute the following: Slag shall be removed from all welds immediately upon completion of each weldment. No further cleaning and no painting will be required for welds which are to be encased in concrete. Welds which connect swaybracing members to steel piling and which are to be painted in accordance with Sub-Section 535.04.C. and D. of the Georgia Standard Specifications, need only to have the slag removed and no further cleaning will be required. All other welds shall be cleaned and painted in the manner and at the time specified herein. After the slag has been removed and upon completion of visual, ultrasonic, or magnetic particle inspection, the welds shall be either blast-cleaned or thoroughly scrubbed with clean water applied with a stiff brush. Weld areas shall be clean, free of all spatter, rust, loose scale, oil, and dirt. The welds shall be primed on the same day they are cleaned, using the prime coat specified on the Plans or in the Special Provisions. When the water method of cleaning is used, the surface shall be thoroughly dry before the paint is applied. Welds shall be cleaned and primed as soon as practical after acceptance of the weld, and before rusting of the weld area has occurred. Paragraph 4.30.1. Delete and substitute the following: After the studs have been welded to the beams, a visual inspection will be made and a random number given a light blow with a hammer. Any stud which does not show a full 360 degree weld fillet, or any stud which does not emit a ringing sound when given a light blow with a hammer, or any stud which has been repaired by welding, shall be struck with a hammer and bent 15 degrees from the correct axis of installation. In case of a defective or repaired weld, the stud shall be bent 15 degrees in the direction which will place that defective portion of the weld in the greatest tension. Studs which crack (either in the weld, base metal, or the shank) during inspection or subsequent straightening shall be replaced. (See 4.30.4.) Studs which are to be replaced may be manually welded with a full 360 degrees-6 mm fillet weld for 19 mm studs with a full 360 degrees-8 mm fillet weld for 22 mm and 25 mm studs.
C. HANDLING, TRANSPORTING, STORAGE OF STRUCTURAL STEEL:
1. HANDLING:
a. LIFTING EQUIPMENT: Proper lifting equipment shall be used with the capacity to handle steel members carefully at all times so that no parts will be bent, twisted, damaged, or excessively stressed. Cranes shall utilize as a minimum a two part line for lifting. Operation or maintenance of lifting equipment in an unsafe or hazardous manner or condition so as to make proper shop inspection hazardous will be considered cause to terminate shop inspection.
485

501.05
Steel members shall be handled with suitable clamps, plate hooks, or devices which will not leave nicks, gouges, or depressions. Chains and chokers of any type shall not be used unless a protective shield is used between the chain or choker and the steel member.
Spreader bars are required in the pick-up of beams and girders over 15 m in length. One point pick-ups are allowed for beams and girders 15 m or less in length. Two-point pick-ups shall be employed so that the amount of overhang and distance between hooks shall not exceed the distances in the following table:

Beam Size
2-point pick-up distance between hooks lin. m max.
2-point pick-up overhang lin. m max

760 mm WF 840 mm WF 920 mm WF Plate Girders

22

24

26

30

7

8

9

10

If pick-ups are used which result in long overhangs, lines shall be attached at beam ends in order to control movement.
b. BEAMS AND GIRDER PROTECTION: Webs of beams and girders shall be maintained as close to vertical as possible during handling operations. Beams and girders shall never be dropped, thrown, or dragged on the ground. At no time during handling shall beams or girders be allowed to bend about the weak axis, not even under their own weight. When beams or girders are to be shipped upside-down, extreme caution shall be used in turning them over for shipment and for returning them to the rightside-up at their destination. Adequate blocking and a sufficient number of pick-up points shall be utilized to prevent any excess stress in the girder.
2. TRANSPORTING: Girders shall be loaded on transporting vehicles in such a manner that they may be transported and unloaded at their destination without being excessively stressed, deformed, or otherwise damaged. The Inspector may withhold or remove the final stamp of inspected members if improper handling and loading practices are followed after notice of such improper practices are given to the fabricator. The following set of loading geometry data and shipping details shall be followed for truck, rail, or barge transportation:

486

L
Label Top Flange 5 Req'd. Restraints

501.05
o. c
O.4C

600mm

Last Support - .

T

c

C =0.2LMin.
C=0.3LMax.
For short beams or girders supported on a flat bed the min. C may be disregarded.
* If C =over 4.5 m use additional restraint here. ** If C =over 12.2 m use another restraint here.
O.4C may be increased to 4.5 m if necessary or desirable to cut down or restraint length, or where angle is too flat.
Overhang ends of beams or girders shall be restrained against flapping horizontally and vertically.

487

TABLE OF DIMENSIONS - METERS

1

Min. C &T

Remarks

Max. C &T

23.0 4.5 18.2

6.9 16.0

24.0 4.9 19.5

7.3 17.0

26.0 5.2 20.7

7.8 18.1

27.0 5.5 21.9

Max C For 760 mm WF ----- . 8.2 19.2

29.0 5.8 23.2 Max C For 838 mm WF---" 8.7 20.3

30.0 6.1

24.3

Max C For 914 mm WF - - . 9.1 21.3

32.0 6.4 25.6

9.6 22.4

34.0 6.7 26.8

10.0 23.5

35.0 7.0 28.0 37.0 7.3 29.3

10.5 24.5
Preferred Max C For PL a--. 11.0 25.6

38.0 7.6 30.0

11.4 26.7

38.4 7.9 30.0 38.7 8.2 30.0 39.0 8.5 30.0 39.3 8.8 30.0 39.6 9.1 30.0 39.9 9.4 30.0 40.2 9.7 30.0 40.5 10.0 30.0 40.8 10.4 30.0

MaxCForPLG ---..

11.5 26.9 11.6 27.1 11.7 27.3 11.8 27.5 11.9 27.7 12.0 28.0 12.1 28.2 12.2 28.4 12.3 28.6

Blocking or bracing and beam spacers to hold beams and girders in place, webs vertical, and flanges horizontal.

\ \
\
\

Solid, uniform bearing-No Tilt of

488

Beams and Girders.

501.06
Chains and chain binders will be permitted for securing beams and girders during shipping only when adequate measures have been taken to prevent gouging of flanges by the use of an approved protection shield, and bending of top flanges is prevented by adequate bracing.
The center of gravity of all beams, girders, and especially heavy haunch sections shall be kept as low as possible.
Adequate access roads into and through the site shall be used for safe delivery of the beams and girders.
The Engineer will observe the beams or girders as they are being delivered to the job site and he will promptly notify the Contractor of damaged or unsatisfactory material prior to the unloading of the material, or immediately upon discovery.
3. STORAGE: Handling of structural steel during storage shall utilize methods previously stated as required during fabrication. All beams and girders shall be stored on platforms, skids, or other proper supports on ground above high water elevation. The material which the supports are supported on shall be firm, well drained, unyielding, and shall not allow excessive and uneven settlement of the supports when loaded. Beams and girders shall be supported adjacent to the bearings and on intermediate supports spaced at intervals not exceeding 7.5 m. Intermediate supports shall be of a sufficient number to ensure there is no damage from deflection. Beams and girders shall be placed with their webs vertical, and shall be adequately shored, braced, and/or clamped to resist lateral forces which might occur during storage. They shall be kept free from dirt, oil, or other contaminants and shall be protected as far as practicable from corrosion. All trough sections which might retain water shall be pitched so as to provide drainage. The stacking of beams and girders on each other will not be permitted. The Engineer will observe the beams or girders as they are being stored and handled at the job site and take whatever action necessary to assure they are satisfactory prior to erection.
501.06 FIELD WORK AND ERECTION:
A. STORAGE OF MATERIAL: Material to be stored shall be placed above the ground, kept clean and properly drained. Girders and beams shall be stored upright and shored. Long members shall be placed on supports sufficiently close together to prevent injury due to deflection.
B. STRAIGHTENING OF MATERIAL: The straightening of plates, angles, other shapes, and built-up members may be permitted by the Engineer. Methods shall not be used which injure the metal. When heatstraightening is allowed, it shall be accomplished by the carefully planned and supervised application of a limited amount of localized heat. The temperature of the heated area shall not exceed 620C as controlled by temperature-indicating crayons, liquids or bimetal thermometers. The
489

501.06
metal shall be cooled slowly after heatings. However, air mist spray cooling may be used after natural cooling to 315C. Parts to be heat-straightened shall be substantialy free of stress and external forces, except stresses resulting from mechanical means used in conjunction with the application of heat. Following the straightening of a bend or knuckle, the surface of the metal will be carefully inspected for evidence of fracture and for general acceptability.
C. METHODS AND EQUIPMENT: The Contractor's proposed method of erection and proposed amount and character of the equipment to be used shall be subject to the Engineer's review. Such review will not relieve the Contractor of any responsibility for the adequacy and safety of his method or equipment, nor from carrying out The Work in full accordance with the Plans and Specifications. No erection shall be started until the Engineer's review, if required, has been made.
D. FALSEWORK: If required, the Contractor shall prepare and submit falsework plans for the Engineer's review. Such review will not relieve the Contractor of any responsibility for the adequate and safe performance of the falsework. The Contractor shall remove all falsework to the Engineer's satisfaction when erection is completed.
E. PREPARATION OF BEARING AREAS:
1. STEEL ON CONCRETE: Bearing areas shall be level and finished with the Type IV - Floated Surface Finish specified in Sub-Section 500.13.BA., unless otherwise required. The finish shall be such that the steel joint members, shoes, and bearing plates have full and uniform bearing. Improperly finished areas shall be corrected by approved means. Shoes and plates shall be located on the correct alignment and elevation. Unless otherwise provided, they shall be placed upon layers of canvas (Cotton Duck) and Red Primer conforming to Sub-Section 870.02 Type lA applied as follows:
a. The surface of the bearing area shall be thoroughly coated with red primer. Three layers of at least 227 g duck shall be placed, with each layer being thoroughly coated on its top surface with red primer.
b. Shoes or plates shall be positioned on the top layer of duck while the red primer is still plastic.
c. In lieu of the red primer-saturated duck, the Contractor may substitute thin pads of approved type and thickness.
2. STEEL ON STEEL: All sole and bearing plates, rockers, and shoes which are designed to bear one on the other shall fit with full bearing, and such areas in contact shall be free from all dirt, grit, and other foreign matter. Machined surfaces which have been shop coated in accordance with the requirements of Sub-Section 501.03.C.l1., and which will be exposed after erection shall have such coating removed from the exposed area and replaced by the same Paint System as used elsewhere on the structural steel components.
490

501.06
3. STEEL ON SELF-LUBRICATING BRONZE PLATES: Machined surfaces which have been shop coated in accordance with the requirements of Sub-Section 501.03.C.1l. and which will be in contact with self-lubricating bronze plates or bushings shall have such coating removed and replaced with a coating of stick lubricant or liquid furnished by the manufacturer of the self-lubricating bronze material.
4. STEEL ON ELASTOMERIC PADS: Elastomeric pads shall be placed on concrete bearing areas which have received only the Type IV-Floated Surface finish specified in Sub-Section 500.13.BA., unless otherwise required. Plates which are to be in contact with elastomeric pads shall meet the "no paint" requirements of Sub-Section 535.04.A.5.b.
F. ERECTION:
1. FIELD ASSEMBLY: .The parts shall be accurately assembled as shown on the Plans and erection diagram included in the Shop Drawings. All matchmarks shall be followed. The material shall be carefully handled so that parts will not be bent, broken, or otherwise damaged. Hammering which will injure or distort the members shall not be done. Surfaces to be in permanent contact shall be cleaned before the members are assembled. The fitting-up and drifting done while making field assembly and connections shall meet the requirements specified under Bolted Construction in SubSection 501.04.
2. BEAM AND GIRDER ERECTION: Before field connections (bolted or welded) of continuous beams or girders are made, the splice joints shall be adjusted to the correct elevations and slopes, and the beams properly aligned. Beam and girder splices may be made on the ground if the proper blocking is used to give adjoining sections the correct relative slopes.
3. PLACEMENT OF ANCHOR BOLTS AND ADJUSTMENT OR NUTS: Unless otherwise shown on the Plans, formed holes shall be provided for anchor bolts. The bolts shall be set in an approved special, non-shrinking mortar. The anchor bolt placement procedure shall be as follows:
a. Mter structural steel is erected, the bolt shall be dropped into the dry hole to assure its proper fit.
b. The bolt shall be removed and the hole filled approximately two-thirds full with the mortar specified above, which shall have the consistency of a thick paint.
c. By the use of a uniform, even pressure or by light blows with a hammer, the bolt shall be forced down until the mortar rises to the top of the hole and the anchor bolt nut and washer rest firmly against the metal flange, plate, shoe, or pedestal, and has the correct projection above the top of the concrete bearing area.
491

501.06
d. All excess mortar flushed from the hole in the cap shall be removed down to the concrete bearing area. Particular attention shall be given to the cleaning of holes or slots and surfaces of metal parts in order to permit proper field painting of the surfaces and to allow for unrestrained expansion and contraction of the moving parts.
e. Nuts on anchor bolts which pass through the flanges of beams and girders, or which pass through sole plates attached to flanges shall be tightened to bear on the washer and then backed off one full turn, at both fixed and expansion ends. Nuts on all other anchor bolts shall be drawn down to a tight fit. Anchor bolt threads shall not be burred.
f. The horizontal locations of the anchor bolts with relation to the midpoint of slotted holes in bottom flanges of beams shall be adjusted in accordance with the temperature at the time of bolt placement in order to allow for future expansion or contraction of the beam and its attached bearing components.
g. Anchor bolts within a complete unit shall not be grouted until all beam splicing within the unit has been completed.
4. STEEL JOINTS: Care shall be taken to ensure that steel joints are erected so that the surface in the finish grade plane Oaterally and longitudinally) is true and free of warping. Positive methods shall be used to keep them in correct position during placing of the concrete. Any temporary connections used shall be cut loose as soon as possible so that expansion and contraction movements will not be restrained. Openings shown on the Plans are based upon an erection temperature of 15C. Correction in the opening size shall be made for the actual erection temperature, and care shall be taken to maintain the required opening.
5. PIN CONNECTIONS: Pilot and driving nuts shall be furnished and used in the driving of pins at the Contractor's expense. Pins shall be driven so that members take full bearing. Pin nuts shall be provided and shall be run up tight and the threads burred at the face of the nut.
6. MISFITS: The correction of misfits involving small amounts of reaming, cutting, and chipping will be considered a legitimate part of the erection. However, any error in shop fabrication, or any deformation resulting from handling and transportation, which prevents the proper assembling and fitting up of parts shall be reported immediately to the Engineer. His approval of the means of correction will be required. The Contractor shall be responsible for all misfits, errors in fabrication, and damage, and he shall make the necessary correction or replacement at no additional expense to the Department.
G. FIELD PAINTING: Field painting shall be done in accordance with Section 535, using the Paint System required by the Plans or Special Provisions. Attention is also called to Sub-Section 501.06.E.2. and 501.06.EA. under Preparation of Bearing Areas.
492

501.08

501.07 MEASUREMENT: Structural Steel will be measured either per kilogram or per lump sum as specified below.

A. PER KILOGRAM BASIS: The quantity to be measured for payment will be the net weight of metal in the completed and accepted structure. A unit weight of 7850 kg/m2 will be used in calculating the net weight of steel. However, the weights of rolled shapes or plates will be computed on the basis of their nominal weight per meter as listed in standard handbooks such as the AlSC "Manual of Steel Construction."

B. PER LUMP SUM BASIS: When the Plans specify this basis, this work will be measured as an accepted Lump quantity, complete in place. Tabulated quantities are shown on the Plans as a service, and the Contractor will not be relieved of any responsibility for conformity to Plan details. In the event of discrepancy between Plan details and tabulated quantities, the Plan details will govern. It shall be the Contractor's responsibility to determine the actual quantities required prior to submitting a Bid.

501.08 PAYMENT: This Work will be paid for at the Contract Price per kilogram of structural steel or per Lump Sum, each complete in place.
Cost of steel joints and metal bearing assemblies used in structures where there is no structural steel pay item shall be included in the Contract Price for Superstructure Concrete, unless otherwise shown on the Plans.
When authorized changes are made, the Lump Sum payment will be adjusted on a negotiated basis.
On projects having multiple bridges, payments will be applied on an individual bridge basis.
Material allowance payments for structural steel will be determined and paid for in accordance with the requirements of Sub-Section 109.07.
Upon satisfactory completion of the erection and all bolting and welding of the structural steel for the bridge, 95% of the Contract Price, either per Lump Sum Basis or per kilogram Basis, will be included for payment on the next statement.
The erection of the steel spans will not be considered as satisfactorily completed until they have been placed in their final positions on the substructure, nor until they have been properly spaced and anchored down. Bolting will not be
considered as satisfactorily completed until all defective welds have been repaired and found to be satisfactory by additional inspection.
Upon satisfactory completion of the field painting, the remaining 5% of the Contract Price will be included for payment on the next statement.
The costs oflabor and equipment together with any direct or incidental costs in furnishing inspectors easy access to areas of members to be inspected or tested will not be paid for directly but shall be included in the Contract Price for Structural Steel.

Payment will be made under: Item No. 501. Structural Steel, Bridge No._ _ Item No. 501. Structural SteeL Item No. 501. Structural Steel-Swaybracing

per Lump Sum per Kilogram per Kilogram

493

502.01

SECTION 502-TIMBER STRUCTURES

502.01 DESCRIPTION: This Work shall consist of constructing timber bridges and other timber structures complete in place.
Timber piling shall be furnished, driven, and measured as a Pay Item under Section 520 unless otherwise specified.

502.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Lumber and Timber

860

Piling and Round TiInber

861

*Preservative Treatment of Timber Products

863

Miscellaneous Metals

858

Structural Steel

851

Plain Cotton Duck

881

Miscellaneous Steel Materials

852

Paint

870

* Insofar as practicable, all cutting, framing, and boring of treated timber shall be done before treatment.

502.03 STRUCTURAL PURPOSES AND GRADES: Lumber and timber meeting the requirements given in the Table below shall be used for the structural purposes shown therein.
The numerical stress values of structural lumber and timber which are given are based upon stress-graded material meeting the requirements of grading rules for the indicated stress, developed from the ASTM Specification entitled "Methods for Establishing Structural Grades of Lumber:' Designation D 245.
Commercial stress grades of lumber and timber with grade descriptions providing materials which will meet the stress requirements under rules developed from the ASTM D 245 Specifications will be acceptable.

502.04 CONSTRUCTION:

A HANDLING AND STORAGE OF MATERIALS:

1. HANDLING: Timber shall be handled carefully without sudden dropping, breaking of outer fibers, bruising, or penetrating the surface with tools. It shall be handled with non-metallic slings.

2. STORAGE: All stored material shall be placed in well drained locations which shall be kept free from weeds and rubbish.

a. UNTREATED TIMBER AND PILING: Untreated materials shall be openstacked at least 300 mm above ground, piled so as to shed water and prevent warping, and protected by a suitable covering.

b. TREATED TIMBER AND PILING: Treated materials shall be close stacked at least 300 mm above ground and piled so as to prevent warping.

c. Timber after fabrication shall be stored in a manner which will prevent changes in dimensions of the members before assembly.

494

TABLE OF WORKING STRESS REQUIREMENTS BASED UPON STRUCTURAL USES OF TIMBER

(stresses given in mega pascals ,MPA)

Extreme Fiber in

Compression

Compression

Bending "f' and

Across

Horizontal

Parallel to

Sizes of

Tension Parallel

grain

Shear

Grain

Structural Purpose

Members

to Grain "t"

"cl"

"H

"C"

Truss members, tension -floor beams and stringers-other floor members.

125 mm x 200 mm and larger

12.41

3.14

0.83

9.65

Caps-posts, bridge

and guardrail-sills

-mud sills, nailing

strips-truss members,

compression-timbers,

culvert-fender wales

,p...
~

-hub guards.

01

J oists-decking,

wearing-other floor

members-rails-rail

posts-nailing strips

-truss members,

compression and tension

-guard rail.

150 mm x 150 mm and larger
100mm and
thinner

9.65 14.13

3.14

0.72

7.24

3.14

0.83

11.03

Sub-decking, flatSub-decking, laminated -bracing, Sway, sash, and longitudinal -girls-bulkhead plank-scupper blocks -cleats-grillage.
Cross bridge-sidewalks-fire stops.

100mm and
thinner
50mm&75mm thick

14.13 10.34

3.14

0.83

11.03

01

0

t-:I

2.69

0.83

9.31

(:) ,p...

502.04
d. HARDWARE AND MISCELLANEOUS METAL: Metal material shall be kept in covered storage and protected from rust and other damage.
B. FIELD REPAIRS, TREATMENTS, AND COATINGS:
1. TREATED TIMBER: All cuts and abrasions in creosoted timber or piles shall be trimmed carefully and treated with two applications of a hot mixture of 60 percent creosote oil and 40 percent roofing pitch, or two thorough brush coats of hot creosote oil followed by a covering of hot roofing pitch. For field treatment of other preservatives, see AWPA Standard M4 entitled, "Standard for the Care of Preservative Treated Wood Products."
a. BOLT HOLES: All bolt holes shall be treated with creosote oil by means of an approved pressure bolt hole treater. Any unfilled holes, after being treated with the creosote oil, shall be plugged with creosoted plugs.
b. TEMPORARY HOLES: When the approved use of temporary forms or braces results in nail or spike holes in treated timbers or piles, these holes shall be filled by driving galvanized nails or spikes flush with the surface or by plugging as specified in Sub-Section 502.04.B.l.a.
c. COUNTERSUNK HOLES: These holes shall be treated with hot creosote oil before the bolts are placed and shall be filled afterwards with hot roofing pitch.
2. TREATMENT OF PILE HEADS: See Sub-Section 520.03.H.l.
C. FRAMING:
1. GENERAL: All lumber and timber shall be accurately cut and framed to a close fit in such a way that the joints will have an even bearing over the entire contact surfaces. No shimming or open joints will be permitted. Timbers requiring an exact fit shall be match-marked. All cutting, framing, and boring of treated timbers shall be done before treatment insofar as is practicable.
2. WORKMANSHIP: Workmanship shall be first class throughout. Nails and spikes shall be driven hard enough to set their heads flush with wooden surfaces. Deep hammer marks on wooden surfaces will be considered as evidence of poor workmahship and may be cause for rejection of the Work. Workmanship on steel plates and structural shapes shall meet the requirements of Section 501.
3. HOLES FOR BOLTS, DOWELS, RODS, AND LAG SCREWS: The diameters of holes drilled to receive these hardware items shall be related to the diameter of the item itself as follows:
Round drift bolts and dowels - 2mm smaller Square drift bolts and dowels - same as the least dimension Machine bolts - same as the diameter Rods -2 mm larger Lag Screws - no larger than the body of the screw at the base of the thread. Countersinking shall be done wherever smooth faces are required.
496

502.04
4. BOLTS AND WASHERS: Washers of the specified size and type shall be used under all bolt heads and nuts to prevent their direct contact with the wood. All bolts, nuts, and washers shall be galvanized in accordance with Sub-Section 852.01.C. After nuts are finally adjusted, all bolts projecting more than 25 mm beyond the nuts shall have the excess length cut off, and the bolt threads shall be burred. Bolt ends sh.all be coated with galvanizing repair compound in accordance with Section 645.
5. MISCELLANEOUS HARDWARE: All hardware, including but not limited to, special couplings, dowels, and spikes, shall be galvanized in accordance with Sub-Section 852.01.C Nails may be black or galvanized. Damaged galvanized coatings shall be repaired in accordance with Section 645.
D. TIMBER SUPERSTRUCTURES:
1. PILE BENTS: See Section 520.
2. CAPS: Timber caps shall be placed to secure even bearing on their supports and even alignment of their ends. They shall be drift bolted to piles and posts.
3. BRACING: All timber braces shall be bolted at their intersections with piles and posts.
E. TIMBER SUPERSTRUCTURES:
1. STRINGERS: Where stringers bear over the width of floor beams and caps, they shall be sized to a uniform grade. Lapped ends of treated stringers shall be in contact with one another. Cross-bridging between stringers shall be neatly and accurately framed and securely toenailed with at least 2 nails in each end.
2. SINGLE PLANK FLOORS: The planks shall be laid with the adjacent planks drawn tightly together. Each plank shall be spiked to each joist or nailing strip with at least 2 spikes, the length of which shall be at least 75 mm greater than the thickness of the planks. Planks shall be carefully graded as to thickness and laid so that the thickness of adjacent planks vary by no more than 2 mm.
3. LAMINATED OR STRIP FLOORS: Strips shall be dressed to a uniform thickness not to exceed 75 mm and to a uniform width when specified. They shall be placed on edge and at right angles to the roadway centerline, and each strip shall be spiked to the adjacent strip at 600 mm intervals by staggering succeeding spike locations 200 mm from preceding locations. The spike length shall be sufficient to pass through 2 strips and at least halfway into the third. Strips shall also be toenailed to the stringers with 4 mm nails. As an alternate to toenailing, spikes may be driven vertically through the strip if they penetrate the stringer at least 75 mm.
4. HUB GUARDS AND RAILINGS: Hub guards, scupper blocks, joist blocks, and railings shall be accurately framed and erected to true line and grade. Scupper blocks shall be securely spiked in place, and hub guards shall be bolted through the scupper blocks and floor planks and, if required, through the outside joists or
497

502.05

nailing pieces. Hub guards shall be laid in sections at least 3.7 m long. Hub guards, scupper blocks, railings, and rail posts shall be dressed 4 sides.
502.05 MEASUREMENT:
A LUMBER AND TIMBER: Lumber and timber will be measured per Cubic Meter,
and computations of quantities in the structure will be based upon nominal sizes and the actual length in place. No additional measurement will be made for splices except for overlaps shown on the Plans.

B. HARDWARE: No separate measurement for payment will be made for items such as U-bolts, V-bolts, oval head bolts, special couplings, bolts, nuts, washers, dowels, nails, spikes, and other hardware. The cost thereof shall be included in the Contract Unit Price bid for timber.

C. STRUCTURAL METAL: Plates and structural shapes required by the Plans will be measured for payment as specified on the Plans only when set up as a Specified Pay Item. Measurement will then be made as provided in Section 501, and the cost shall not be included in the Contract prices for lumber and timber. Otherwise, no separate measurement for payment will be made, and the cost shall be included in the Contract prices for lumber and timber.
502.06 PAYMENT: The quantity of lumber and timber, determined as provided in
Sub-Section 502.05.A., will be paid for at the Contract Unit Price bid per Cubic Meter, complete in place and accepted. The payment will be full compensation for all things, including incidentals, and all costs, both direct and indirect, necessary to complete the Work as shown on the Plans and as described herein. The quantity of Structural Metal, determined in accordance with Sub-Section 502.05.C. will be paid at the Contract Price in accordance with Section 501.

Payment will be made under: Item No. 502. Bridge Timber (Untreated) Item No. 502. Bridge Timber (Treated)

per Cubic Meter per Cubic Meter

SECTION 504-TWENTYFOUR HOUR ACCELERATED STRENGTH CONCRETE

504.01 DESCRIPTION: This Work shall consist of the manufacture and placement
of accelerated strength concrete which has been designed to produce a compressive strength of20 MPa within 24 hours.

504.02 REFERENCE TO OTHER SPECIFICATIONS: Except as modified
herein, all of the provisions of Section 500 shall apply to concrete produced and placed under these Specifications.

504.03 MATERIALS: The materials to be used and their Specifications are listed
below:

*Portland Cement Air-Entraining Admixtures Coarse Aggregate, Class A or B, Gravel or Stone

830.01 831.01 800.01

498

504.04

Fine Aggregate, Size No. 10 Water

801.02 880.01

*Portland Cement shall be Type I or Type III.

A ACCELERATOR:
The concrete acceleration admixture may be calcium chloride meeting the requirements of Sub-Section 884.01, or the Engineer may authorize the use of a chemical admixture for concrete provided an acceptable concrete design is established in the laboratory with materials representative of those proposed for use. The manufacturer shall submit an affidavit that the chemical admixture for concrete meets the requirements of AASHTO M 194, Type E, Table I. Accelerators containing chlorides shall not be used in prestressed concrete. Accelerators containing chlorides shall not be used in bridges or box culverts when concrete containing the additive will contact reinforcement steeL

504.04 ESTABLISHMENT OF CONCRETE MIX PROPORTIONS: The Contractor shall elect one of two procedures for establishing the concrete mix proportions for concrete placed under this provision. The Engineer will be notified which of the following procedures the Contractor elects at least 45 .days prior to placement of the concrete.
A. PROCEDURE FOR CONCRETE MIX PROPORTIONS ESTABLISHED BY THE
CONTRACTOR: The Contractor may propose that specific concrete mix design proportions be used for concrete placed under this provision. When the Contractor proposes to use specific proportions, all materials shall be from approved sources or from materials stored or stockpiled at the site and tested prior to use. The laboratory will verify that the proposed proportions will produce concrete that will develop 20 MPa within 24 hours. Approval may be given to proposed mixes without laboratory design study when commonly used material combinations are used.
B. PROCEDURE FOR CONCRETE MIX PROPORTIONS ESTABLISHED BY THE
DEPARTMENT: When the Contractor elects, the concrete mix proportions will be established by the Department and the Office of Materials and Research shall be notified of the proposed sources of all materials. Provided all materials conform to their respective Specifications, the job mix proportions will be established from materials representative of materials proposed for use. The Office of Materials and Research will determine the minimum cement content, the required water content, quantities of aggregate, and the addition rates of admixtures based upon materials actually intended for use. The proportions will be available as public information within one month after the Contractor proposes the sources of materials. The job mix design proportions will be based upon the following table:

Minimum Cement (kg/m3)
446

Maximum Water Cement Ratio (kglkg)
0.45

Minimum Compressive
Strength At 24 Hours (MPa)
20

Air
Content
(%)
3-6

Slump Range (mm)
50-125

499

504.05
The admixture meeting the requirements of materials established herein will be accepted for initial design. However, no combination of admixture and cement will be approved which produces undesirable characteristics of set time or strength development. No substitution of materials will be allowed after release of an approved design unless such substitution is approved acceptable by the Office of Materials and Research.
The Department's approval of the design mix does not relieve the Contractor of the responsibility for producing specified strength concrete.
504.05 BATCIDNG AND MIXING OF MATERIALS:
A. TRANSIT MIXED CONCRETE: When transit mixed concrete is used for concrete containing an acceleration admixture, the concrete ingredients, excluding the acceleration admixtures and 15 liters of withheld water per cubic meter of concrete, shall be mixed at the plant at mixing speed for 35 revolutions of the drum. The concrete shall be mixed en route to the job site at an agitating speed of no more than three revolutions per minute. The acceleration admixture and withheld mixing water shall be added to the concrete at the job site. The method of addition of the acceleration admixture and withheld mixing water shall be approved by the Engineer and the admixture shall be measured into the concrete within an accuracy of plus or minus three percent. The concrete shall be mixed for 40 additional revolutions at mixing speed after the accelerator and withheld mixing water is added to the mixer. An accelerating admixture shall not be added to any concrete which has attained the age of 45 minutes as measured from the beginning of the initial mixing at the plant.
B. CENTRAL MIXED CONCRETE: When central mixing of concrete is used for
concrete containing an acceleration admixture, all concrete ingredients, excluding acceleration admixture and 10 liters of withheld water per cubic meter, shall be shrink-mixed in the central mixer and mixed en route to the job site at agitating speed. All other provisions of Sub-Section 504.05.A. shall apply for the addition of the acceleration admixture and mixing of concrete at the job site.
C. PORTABLE MIXERS: Portable mixers may be approved by the Engineer when placement quantities at a given location are less than one cubic meter.
504.06 PLACEMENT OF CONCRETE: The Contractor shall provide sufficient labor and equipment to place, consolidate, and screed each batch of concrete within one hour after the cement and first mixing water have been introduced into the mix. No concrete shall be placed when the Contractor does not have sufficient facilities to meet this requirement.
504.07 CURING: Concrete curing shall be in accordance with Sub-Section 500.12 except that concrete curing period may be waived when test results indicate a compressive strength in excess of 20 MPa. All provisions of Sub-Section 500.14 shall apply except that protection requirements in Sub-Section 500.14.B. may be suspended when test results indicate a compressive strength in excess of 20 MPa.
504.08 COMPRESSIVE STRENGTH: Four test cylinders shall be cast for each day of placement. The cylinders shall be stored on or adjacent to the pour in a moist condition. Minimum compressive strength shall be in accordance with either of the
500

505.04
following:
A. Strength development at 24 hours, 20 MPa. (Average oftwo specimens)
B. Strength development at 3 days, 25 MPa. (Average of two specimens)
504.09 MEASUREMENT: Twenty-four Hour Accelerated Strength Concrete will be measured for payment either by the cubic meter or square meter as indicated on the Plans and in the proposal.
Square meter measurements shall be as defined in Section 109. For structure concrete, the volume in cubic meters to be measured for payment will be the algebraic summation ofthe Plan quantity and any authorized quantity changes.
504.10 PAYMENT: Twenty-four Hour Accelerated Strength Concrete, measured as indicated in Sub-Section 504.09, will be paid for at the Contract Unit Price bid either by the cubic meter or square meter as shown on the Plans or in the proposal.
Payment will be made under: Item No. 504. Twenty-four Hour Accelerated Strength Concrete per Cubic Meter Item No.504. Twenty-four Hour Accelerated Strength Concrete per Square Meter

SECTION 505-CORRUGATED STEEL BRIDGE PLANK

505.01 DESCRIPTION: This Work shall consist of installing bridge flooring of corrugated steel in reasonably close conformity with the Plans or as specified, complete in place.

505.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Corrugated Steel Plank for Bridges Paints

852.04 870

505.03 FABRICATION: The plank shall be fabricated from steel plate of the thickness shown on the Plans. It shall be formed to a width of at least 330 mm, to a depth of at least 50 mm, and shall have at least 2 complete corrugations. The section modulus per millimeter shall be equal to or greater than that shown on the Plans.
Holes for welded attachment to beams shall be shop punched and spaced as shown on the Plans.
Shop painting shall be of the type of paint and the number of coats shown on the Plans.

505.04 CONSTRUCTION: The plank shall be placed as shown on the Plans. The bottom corrugations shall have full bearing on supporting members and shall be held in full contact until they are securely connected in accordance with details shown on the Plans.

A. WELDING: All welds shall be of the type, size, and at the location shown on the Plans. All welding shall meet the requirements of Sub-Section 501.05.

B. FIELD PAINTING: The type of paint and the number of coats shown on the Plans shall be applied in accordance with Section 535.

501

505.05

505.05 MEASUREMENT: This Work will be measured for payment in square meters, including laps, of accepted planks.

505.06 PAYMENT: This Work will be paid for at the Contract Price per square meter for corrugated steel bridge plank complete in place.

Payment will be made under: Item No. 505. Corrugated Steel Bridge Plank

per Square Meter

SECTION 506-EXPANDED MORTAR

506.01 DESCRIPTION: The work shall consist of making and placing an Expanded Mortar composed of a special Portland Cement Concrete and an aluminum powder additive. It is not a Pay Item.

506.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Portland Cement, Type I Coarse Aggregate, Class Aor B Stone or Gravel size No. 89 Fine Aggregate, size No. 10 Water Aluminum Powder

830.01 800.01 801.02 880.01 835.01

506.03 CONSTRUCTION: Expanded Mortar shall be made and used in accordance with the following:

A PROPORTIONING: Expanded Mortar shall consist of a fresh mixture of the composition given in the following table:

PROPORTIONS FOR EXPANDED MORTAR

Kilograms Portland Cement

Kilograms of Saturated Surface Dry Aggregate per 42.6-kg bag of Cement

Fine

Coarse

42.6

63.5

63.5

22.7

5mL

B. MIXING: The materials shall be mixed dry, either in clean mixer or a clean, tight box, until a uniform mixture is produced, after which enough water shall be added to produce the desired consistency but not more than specified in the above table. At temperatures above 32C, the mortar shall be used within 15 minutes after mixing. At temperatures between 21C and 32C, the mortar shall be used within 30 minutes after mixing. At temperatures between 4C and 21C the mortar shall be used within 30 minutes after mixing and may require additional aluminum powder to secure the required expansion. These additional amounts shall range from 0 percent at 21C to 100 percent at 4C in a straight line proportion.
502

507.03
C. PLACING: When Expanded Mortar is used for shear keys for precast bridge decks, the recesses in the precast decks shall be thoroughly cleaned and saturated with clean water before the mortar is placed. The shear key shall be completely filled with mortar, and the mortar shall be rodded into a dense homogenous mass. The mortar shall then be floated off flush with the surface of the precast decks and continuously moist cured for a minimum of 3 days. No traffic shall be allowed on the bridge decks until 5 days after the expanded mortar is placed. The mortar shall not be placed until after the entire bridge has been erected and all units are in their final alignment.
506.04 PAYMENT: Expanded Mortar will be paid for at the Contract Price for concrete of the same Class as that with which it comes in contact, and the contractor shall include the cost of Expanded Mortar in the Contract price for such concrete.

SECTION 507-PRESTRESSED CONCRETE BRIDGE MEMBERS

507.01 DESCRIPTION: This work shall consist of furnishing Prestressed Concrete Bridge Members, complete in place, except as noted herein for piling. It includes all Items and work necessary to complete the erection in accordance with the Plans and Specifications.
Prestressed Concrete Piling shall be furnished, driven and measured as a Pay Item under Sction 520.
The term "prestressed concrete" may be designated in Specifications and on Plans
and other documents as PSC. Unless otherwise noted on the Plans, all Prestressed Concrete Bridge Member
lengths shown are horizontal dimensions. It shall be the responsibility of the Fabricator to adjust the lengths, as necessary, to account for the final erected position of the member. The ends of all members shall be fabricated to be vertical in the final erected position. Bearing assemblies shall be sloped as necessary to accommodate the erected position of the member.

507.02 MATERIALS AND MANUFACTURE: All materials and manufacturing methods shall be in accordance with Section 865. Reference is also made to the following:

Plain Steel Bars - Threaded Ends Anchor Bolts Bronze Bushings, Bearings, and Expansion Plates Structural Steel Elastomeric Pads Plain Cotton Duck Rubber Impregnated Cotton Duck Paint

853.05 852.02 857 851.01 885.01 881.02 881.03 870

507.03 SUBSTITUTION OF MATERIALS: Substitution of materials shall be in accordance with Sub-Section 865.03.B. Such
substitution will be at no increase in the bid price for prestressed concrete beams and

503

507.04
shall be subject to the following: The Contractor shall be responsible for all changes and shall submit detailed shop drawings, with design notes, for approval prior to use. Design notes shall provide the same or greater strength as shown on the Plans. Design shall be done in accordance with the latest AASHTO Specifications for Highway Bridges.
507.04 CONSTRUCTION:
A HANDLING AND STORAGE:
1. GENERAL: PSC bridge members shall be handled and stored in a manner to eliminate the danger of cracking, fracturing, or excessive bending stresses. Members shall be handled by the two embedded pick-up points, unless other methods are approved. Members shall be handled so that their vertical axes remain plumb at all times. Members in storage shall be supported on firm blocking located immediately below to the two embedded pick-up points. In multiple layer storage, members shall be supported in the stack by blocking of uniform thickness and in line vertically. All blocking shall be at right angles to the longitudinal axis of the member, and longitudinal axis of the blocking shall be horizontal. Members damaged in handling or storage shall be promptly replaced by the Contractor at no additional expense to the Department, unless the damage is of such minor nature that the Engineer determines the member can be used.
2. BEAMS: Beams shall be stored only in single layer storage. They shall be supported to meet the following requirements concerning warp and sweep:
a. The twist of the vertical axis of the ends of beams due to misalignment of blocking shall not exceed a maximum deviation of20 mm/m of beam height.
b. The tilt of the vertical axis of an end of beam from the vertical due to deviation of blocking from the horizontal shall not exceed a maximum deviation of20 mm/m of beam height.
c. The lateral sweep of a beam due to the manner of its storage shall not be discernible.
d. The ends of all beams and girders shall be fabricated to be vertical in the final erected position, unless otherwise shown on the Plans.
B. PREPARATION OF BEARING AREAS: Certain requirements for the preparation of bearing areas will be the same as those specified in Section 501 for Steel Structures, as noted below:
1. STEEL ON CONCRETE: See Sub-Section 501.06.E.2.
2. STEEL ON STEEL: See Sub-Section 501.E.2. 3. STEEL ON SELF~LUBRICATING BRONZE PLATES: See Sub-Section
501.06.E.3.
4. STEEL ON ELASTOMERIC PADS: See Sub-Section 50l.06.E.4.
5. CONCRETE ON CONCRETE: Concrete caps on which PSC deck units are to
504

507.04
bear directly shall be given the Type IV-Floated Surface Finish specified in Sub-Setion 500.13, and shall be covered with asphalt saturated felt as noted on the Plans. Felt of a lighter weight than that required by the Plans may be used provided the number oflayers is increased proportionally.
6. CONCRETE ON TIMBER PILING: Treated timber piles which are to support PSC caps shall have their heads cut off, field treated, and protected in accordance with the governing Specifications.
C. ERECTION:
1. GENERAL: Bridge members shall be erected by methods which satisfy the handling requirements specified in Sub-Section 507.04.A.
2. ERECTION DRAWINGS: The Contractor shall furnish erection drawings covering the placement of superstructure units, including bearing components, only when the units are not interchangeable with respect to transverse placement within a span or with respect to longitudinal reversal within a span.
3. BEAMS: Beams shall be erected in close conformity with true longitudinal alignment and transverse placement. The location of fixed and expansion ends shall be as shown or as directed. Structural steel bearing devices which are to rest directly upon elastomeric pads shall not be welded in place while bearing directly against the pads.
4. CAPS: PSC caps shall be properly aligned and graded, and drifted to the timber pile heads in accordance with the Plans. Drift pin holes shall be filled with an expanding mortar, which shall be proportioned, mixed, and placed in accordance with Section 506, except as otherwise provided herein. If approved erection procedures of deck units involve the use of heavy lifting equipment located on the decks, such equipment shall not be placed until the drift pin expanded mortar has reached a minimum strength of20 MPa.
An approved special, non-shrinking commercially produced mortar may be
substituted for the expanded mortar specified above.
5. DECK UNITS: PSC deck units such as flat slabs, double tees, and the like which are to bear directly on caps shall be erected to have smooth, uniform bearing of all sections on the caps. Their final alignments shall be based upon the aligning of traffic faces of the curbs of the exterior sections. If shimming is necessary to achieve proper grade of the riding surface or proper uniformity of bearing, the shims shall be made of steel cut to the same shape as the area to be shimmed and to the thicknesses required to produce the required elevation and load distribution. The Engineer will consider deck erection procedures which involve the placement of heavy lifting equipment on the decks after the cap drift pin mortar has reached its required strength. All questions concerning structural requirements shall be referred to the Engineer. Shear keys between deck units shall be poured with an expanding mortar meeting the requirements of Section 506. The mortar shall not be poured until the entire bridge has been erected and all units are in their final alignment. After the mortar has been poured, the keys shall be continuously moist cured for
505

507.04
a minimum of 3 days, and traffic shall be kept off the structure for a minimum of5 days.
6. PLACEMENT OF ANCHOR BOLTS AND ADJUSTMENTS OF NUTS: The requirements of Sub-Section 501.06.F.3. will apply to prestressed beam type construction.
7. PSC Bridge Members must have attained an age of 45 days before the bridge deck is graded for screeding. Bridge deck grading shall be made within four days of placing concrete for the first deck pour. Should the deck pour be delayed more than four days since the grading, the beams shall be checked and regraded if necessary.
D. TIGHTENING OF DIAPHRAGM BARS: Diaphragm bar nuts shall be brought to a snug fit against beams before pouring the diaphragm. After the di~phragm has been poured a minimum of 5 days and its concrete has reached a minimum strength of 10 MPa, the nuts shall be fully tightened. After the excess bar length has been cut off, an approved grout shall be neatly placed in the recessed area provided for the bar's nut and washer.
E. CONCRETE FINISH: Unless otherwise specified on the Plans or in Special Provisions, a rubbed finish will not be required on PSC bridge members except as specified herein.
1. BEAMS: The outside faces of certain exterior beams shall be given th!l Type III - Rubbed Finish in accordance with the requirements of Sub-Section 500.I3.B.
2. DECK UNITS: The traffic face and the top face of curbs on exterior units shall be given the same Type III - Rubbed Finish noted in Sub-Section 507.04.E.1.
F. HANDLING, STORAGE AND FABRICATION:
1. In handling, beams must be maintained in an upright position at all times and must be picked up at points within 900 mm from their ends. Disregarding this requirement could lead to collapse of the member.
2. Tops ofbeams are to be rough floated at approximately the initial set. Entire top of beams shall be scrubbed transversely with a coarse brush to remove all laitance and to produce a roughened surface for bonding to slab. COIl.crete fins or projections shall be removed to produce a vertical face at the edge ofthe beam.3.
3. The Contractor shall submit shop drawings on standard plan size 550 mm x 900 mm sheets showing complete details ofbeam including the following:
a. Non-prestressed reinforcement.
b. The method of retaining depressed strands in place.
c. Calculations for determination of the strand elongation required to produce the specified pretensioning force.
d. Detensioning schedule.
e. Increased length of beam due to vertical alignment.
4. Entire end of beams, including strand ends, shall be covered with 3 mm epoxy mortar after detensioning is completed.
506

507.06
5. The strands shall meet all the requirements ofASTM A 416, Grade 270.
6. For the PSC deck panel option, both sides of the beam's top flange shall receive a trowel finish for a distance of 50 mm from each edge to ensure a smooth and level bearing area for the PSC panels.
507.05 MEASUREMENT:
A.. BEAMS: Accepted PSC beams will be measured in linear meter of each different type designation of beam. The linear measurement will be determined from nOIIlinallengthsshown on the Plans. No separate measurement will be made for painting, rubbing, anchor and bearing components, and diaphragm bar assemblies. The beam type designations will be shown on the Plans and will be related to the cross-sectional area and prestress tendons, or to the AASHTO type or to special design.
B. DECK UNITS: Accepted PSC deck units such as flat slabs, double tees, and the like,will be measured for payment per span of each different nominal span length. No separate measurement will be made for individual units on which curb sections are located nor for material used in anchor components, pouring shear keys, and construction expansion joints.
C. CAPS: Accepted PSC caps will be measured for payment per each. No separate measurement will be made for drifting components, anchor components, and asphalt saturated felt.
D. Prestressed Concrete Box Beams will be measured for payment by the linear meter ofbeam of each vertical depth and number of strands in the beam. No separate measurement will be made for grouting between box beams or for furnishing and installing diaphragm bar assemblies and anchor and bearing components.
507.06 PAYMENT
A. BEAMS: The quantity of beams, determined as provided in Sub-Section 507.05.A., will be paid for at the Contract Price per linear meter of each different type designation, complete in place.
B. DECK UNITS: The quantity of deck units, determined as provided in Sub-Section 507.05.B., will be paid for at the Contract Price per span of each different nominal span length, complete in place.
C. CAPS: The quantity of caps, determined as provided in Sub-Section 507.05.C., will be paid for at the Contract Price per each, complete in place.
D. Prestressed Concrete Box Beams, measured as specified above, will be paid for at the Contract Unit Price bid per linear meter. Such payment shall be full compensation for furnishing and erecting the beam.
E. PARTIAL PAYMENTS: Material allowance payments for bridge beams will be determined and paid for in accordance with the requirements of Sub-Section 109.07. Upon completion of the erection in its final manner and position, 95% of the Contract Price will be inCluded for payment on the next statement.
507

508.01

If there is no field rubbing or painting required, the 95% may be increased to 100%. If such work is required, the remaining 5% of the Contract Price will be included on the next statement following the satisfactory completion of such work.

Payment will be made under: Item No. 507. PSC Beam <.T.w.e.), Item No. 507. Box Beam (DepthlStrands) Item No. 507. PSC Deck Units meter Span Item No. 507. PSC Caps

per Linear Meter per Linear Meter
per Span per Each

SECTION 50B-ASPHALT PLANK BRIDGE FLOOR

508.01 DESCRIPTION: This work shall consist of laying slabs of asphalt plank as a wearing surface on a prepared bridge deck.

508.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Premolded Asphalt Plank Cutback Asphalt Asphalt Cement

825.01 821.01 820.01

508.03 CONSTRUCTION: The wearing surface of Asphalt Plank shall be constructed on either a concrete base, a timber base, or a waterproofed base as follows:

A CONCRETE BASE: When the Plank is to be laid on a concrete base, the concrete shall be dry and free from dust and rubbish. Surplus talc and all other powder shall be removed from the base. A coat of cutback asphalt shall be applied cold, and it shall be well brushed out and allowed to dry. Approximately 1 liter of cutback asphalt will be required for each 2.5 m2 of surface. The surface shall then be mopped with hot-applied asphalt cement, in which the Plank shall be imbedded. Approximately 22 kg of asphalt cement will be required for each 9 m2 of surface. The mopping and the laying of plank shall be done together so that the Plank will be laid before the cement has cooled. The Plank shall be laid in a neat, workmanlike manner with staggered joints, and each Plank shall be crowded snugly against adjacent Planks such that
all seams and spaces between Planks shall be completely filled with asphalt cement.

B. TIMBER BASE: The wooden floor upon which Plank is to be laid shall be securely spiked, and the surfaces of adjacent Planks shall not vary by more than 3 mm. All nails, dirt, rubbish, etc., shall be removed before laying the Asphalt Plank.

C. WATERPROOFED BASE: When Plank is to be laid on the waterproofed base, it shall be laid with the final mopping of hot asphalt or tar as described in Section 530. The mopping and laying of the Plank shall be done together so that the Plank will be laid before the asphalt or tar has cooled. The method of laying the Plank shall be the same as described above for a concrete base.

508

509.03

508.04 MEASUREMENT: The work will be measured for payment in square meters of accepted Plank. The length used in the calculation will be the length measured along the surface; the width used will be the width of surface laid.

508.05 PAYMENT: This work will be paid for at the Contract Price per square meter for Asphalt Plank Bridge Floor complete in place.

Payment will be made under: Item No. 508. Asphalt Plank Bridge Floor_ _mm
thickness

per Square Meter

SECTION 509-PRESTRESSING CONCRETE BY POST-TENSIONING
509.01 GENERAL: The specifications herein will cover the requirements for prestressing by post-tensioning cast-in-place concrete by furnishing, placing, and tensioning of prestressing steel in accordance with the details shown on the plans and as specified in these specifications.
509.02 CONTRACTOR OPTIONS: The following options are available to the Contractor when constructing the structure in accordance with the Department plans:
A PRESTRESSING SYSTEMS: The Contractor may use alternative posttensioning systems, other than those shown on the Plans. The posttensioning may be accomplished by wires, bars or strands anchored by means offriction grips or bearings. Prestressing systems which incorporate Dead End anchorages will not be permitted unless specifically allowed on the Plans. Systems to be used shall be capable of being stressed from either end unless the construction staging does not allow room to stress tendons from both ends in which case anchorage systems utilizing compression plates or fittings to seat anchor wedges will be allowed.
B. STRESSING OR ANCHORAGE BLOCKS: Stressing or anchorage blocks for the structure may deviate from that shown on the Plans. The Contractor shall submit shop drawings and calculations for the blocks at the same time the prestressing system shop drawings and calculations are submitted. Alternate stressing or anchorage blocks must be located inside the box. They may be located at the juncture of the bottom of the top slab or the top of the bottom slab and the web walls, within fillet areas in reinforced stressing blocks or in partial depth diaphragms. Stressing blockouts, either permanent or temporary, in the top of the top slab shall be allowed when post-tensioning ducts are profiled such that a moisture retaining low point does not occur in the duct.
509.03 MATERIAL REQUIREMENTS:
A Prestressing Steel shall conform to the following requirements:

509

509.03
1. Steel wire strand shall conform to the requirements of Section 853 of the Standard Specifications and the following:
a. Strands from more than one source shall not be used in anyone tensioning operation.
b. Strands differing in size from those covered in ASTM A 416 will be considered for approval upon submittal by the Contractor of complete data on the strands he proposes to furnish.
c. Individual strand couplings will not be permitted.
2. High strength steel bars shall meet the requirements of ASTM A 722, Type II, and shall meet supplementary requirements Sl through S3. Details for their use shall be furnished by the bar manufacturer with the shop and working drawing submittals; and in the case of deformed bars, friction factors to be used in the prestressing system shall be included in the shop drawing submittal for approval by the Engineer. All bars within any individual member shall be of the same grade. The use of and location of couplers in bars entering into the prestressing work will be subject to approval by the Engineer. Where bars are extended by the use of couplers, the assembled units shall have a tensile strength of not less than the manufacturer's minimum guaranteed ultimate tensile strength ofthe bar.
3. Testing and approval of prestressing steel shall be as indicated below. Tests performed by the Contractor shall not be paid for separately but shall be considered incidental to the project.
a. IDENTIFICATION: All strand and all bars of each size from each mill heat to be shipped to the site shall be assigned a lot number and shall be tagged in such a manner that each such lot can be positively identified at the job site. Each lot of anchorage assemblies and bar couplers to be installed at the site shall be likewise identified. All unidentified prestressing steel, couplers, or anchorage assemblies 'received at the site will be rejected and loss of positive identification of these items at any time will be cause for rejection of their use.
b. SAMPLING: Samples from each size and each heat of prestressing bars, and prestressing steel strand, and from each lot of anchorage assemblies and bar couplers to be used shall be furnished to the Engineer for testing. With each sample of prestressing strand or bar there shall be included therewith a certification stating the manufacturer's minimum guaranteed ultimate tensile strength of the sample furnished. The quantity of samples shall be sufficient to make up two assembled test units complete with end fittings and anchorages from each heat. Test units shall be at least 2.4 m long. If results of tests indicate the necessity of retests, double sample size specimens shall be furnished without cost. Samples shall be identified by heat number.
Samples shall be submitted in ample time to allow for testing, for tabulating results and, if necessary, in case of unsatisfactory findings, to
510

509.03
call for and test substitute samples. The Contractor shall have no claim for additional compensation because of delay, while awaiting approval of the material furnished for testing. The Department shall be allowed a period not less than 60 calendar days prior to the beginning of installation to perform the tests and to provide approval of the materials furnished.
c. TENDON MODULUS OF ELASTICITY: For the purpose of accurately determining the tendon elongations while stressing, the Contractor shall bench test two samples of each size and type of longitudinal strand and/or wire tendon to determine the modulus of elasticity prior to stressing the initial tendon. The test procedure shall consist of stressing the tendon at an anchor assembly with the dead end consisting of a load cell. The test specimen shall be tensioned to 80% of ultimate in 10 increments and then detensioned from 80% of ultimate to
o in 10 increments. For each increment, the gage pressure, elongation
and load cell force shall be recorded. The data shall be furnished to the Engineer. The theoretical elongations shown on the post-tensioning working drawings shall be re-evaluated by the Contractor using the results of the tests and corrected as necessary. Revisions to the theoretical elongations shall be submitted to the Engineer for approval. Apparatus and methods used to perform the tests shall be proposed by the Contractor and be subject to the approval of the Engineer. After the initial testing, five more tests shall be performed, if required by the Engineer. These tests shall be spaced evenly throughout the duration of the contract.
d. IN PLACE FRICTION TEST: For the purpose of accurately determining the friction loss in a strand and/or wire tendon, the contractor shall test, in place, the first draped continuity tendon of each size and type. The procedure shall be the same as that specified above for the modulus of elasticity test. Only one friction test for each type and size of a tendon will be required for the project. The results of the tests (loss due to friction and modulus of elasticity) shall be submitted to the Engineer. Apparatus and methods used to perform the tests shall be proposed by the Contractor and be subject to the approval of the Engineer.
B. Structural steel for anchorage devices, distribution plates, and incidental parts required to be of steel shall conform to the applicable requirements of Section 501 unless otherwise approved. Anchor devices and distribution plates shall be of the type recommended by the manufacturer of the prestressing system. All steel parts exposed in the completed structure shall be field painted as per system IV of Section 535 and shall be field cleaned as per Sub-Section 535.04.A. Painting and cleaning shall not be done until all grouting operations are completed. The ends of strands shall also be painted as per system IV.
C. DUCTS: All prestressing steel tendons shall be placed in openings,
511

509.04
hereinafter referred to as ducts or duct enclosures. Unless otherwise approved all duct enclosures for longitudinal prestressing steel shall be rigid galvanized ferrous metal and shall be mortar tight. Rigid ducts may be fabricated with either welded or interlocked seams. Galvanizing of the welded seam will not be required. Transition couplings connecting rigid ducts to anchoring devices need not be galvanized and shall be welded to the anchor plate. The inside area of the duct shall be at least 2 times the effective area of the prestressing steel in the duct. The minimum wall thickness for ducts shall be 0.75 mm.
Ducts provided for single high-strength prestressing steel bars shall have an inside diameter not less than 10 mm larger than the diameter of the bar to be used.
All ducts which must be curved to match the roadway alignment and/or tendon profile shall be pre-bent to the required curvature. Ducts shall be shaped without crimping or flattening.
509.04 TEST BLOCK: Prestressing anchorage blocks of the type indicated in Figure 3 and jacking system shall be tested prior to construction. A test block simulating the concrete dimensions of the structure cross section at the points of anchorage in the proposed system shall be assembled with tendon geometries, anchor plates, and anchorage reinforcing steel proposed for use in the structure. Tendons shall be placed and stressed to the full force required by the design using the proposed jacking system and procedures. The anchorage will be deemed acceptable provided concrete cracks in excess of 0.25 mm in width do not develop within 3 days under full force. No additional payment will be made for the test. All costs associated with performing the test, including materials, equipment and labor shall be included in the bid price for prestressing.
Anchorage test blocks shall be constructed and tested for each different radius of bend of the duct into the anchorage and for each different number of strands per duct arrangement. If all anchorages are the same within a Project or bridge (reinforcing, anchorage geometry, anchor plate, duct bend radius all the same), only the anchorage with the largest jacking force need be tested.
509.05 REQUIRED SUBMITTALS: The Contractor shall submit for review and approval shop or working drawings and design calculations as follows:
A DESIGN CALCULATIONS: The Contractor shall submit design calculations for the post-tensioning system proposed. Such calculations shall include the required jacking force and elongation of tendons at time of tensioning, stresses in anchorages and distribution plates, stress-strain curves typical of the prestressing steel to be furnished, seating losses, temporary overstresses, and reinforcing in the concrete to resist tensioning loads. Calculations shall be submitted for the size and spacing of the reinforcing around the ducts as shown in Figure 2. The reinforcing shall be designed to prevent the ducts from pulling out due to the effects of curvature and slope of the web. The force used for this purpose shall be the
512

509.05
initial jacking force. The calculations shall also account for any reinforcing needed to prevent peeling of anchorages from the top and bottom slab. See Figure 3 for minimum reinforcing requirements for tying ducts to the deck reinforcing.
Bearing offsets and expansion joint gaps are to be determined by the Contractor with adjustments for sequence of construction, prestress shortening, and temperature.
B. SHOP DRAWINGS: The Contractor shall be required to submit shop drawings for approval in accordance with the procedures outlined for Structural Steel in Sub-Section 501.03. Certified mill test reports shall be furnished for all high tensile prestressing steel. The shop drawings shall include but not necessarily be limited to the following:
1. Fully dimensioned views showing all projections, recesses, notches, openings, blockouts, etc.
2. Details of mild steel reinforcing shall be clearly shown as to size, spacing and location including any special reinforcing required but not shown on the Plans.
3. Size and type of ducts for all post-tensioning tendons and their horizontal and vertical profiles shall be clearly detailed. Duct supports and grout tubes and vents shall be shown including size, type and location.
4. The relative positions of reinforcing steel, ducts, and anchorages shall be shown.
5. The details of the anchorage systems for the post-tensioning system proposed shall be furnished.
6. A table giving jacking sequence, jacking forces and initial elongation of the tendons at each stage of erection for all post-tensioning.
7. Details and a complete description of the post-tensioning system to be used for permanent tendons shall be furnished.
8. Prestressing details shall include the method, sequence, and procedure of prestressing, securing tendons, and releasing procedures. The supplier and type of equipment, size and properties of tendons, and anchorage plates and assemblies shall also be indicated.
9. Submittals shall include information regarding the grout mix design, the method of mixing and placing the grout and the type and capacity of equipment to be used.
10. Working drawings and bar schedules shall be provided for each prestressing system employed. Reinforcing or coil ties provided under anchorage plates shall be shown in detail. Drawings shall have a title block in the lower right-hand corner. The title block shall include the project number, sheet numbering for
513

*CLEARANCE MAY BE LARGER. SEE BRIDGE PLANS.
25 mmMIN. CL.* 75 mm MIN. CLEAR-
1'/. TIMES MAX. SIZE'
AGGREGATE OR 25 mm,
wmCHEVER IS GREATER.

~-- INSIDE FAQE OF WEB

OUTSIDE FACE OF WEB

L...---T-~-- DUCT SUPPORT SADDLE, TYP. AT EACH DUCT.

DUCT SUPPORT SADDLE DETAILS

WEB
PARTIAL WEB VIEW DUCT SUPPORT SADDLES SHALL BE TIED TO WEB VERTICAL BARS. SADDLES SHALL BE SPACED LONGITUDINALLY AT 600 mm MAXIMUM. SADDLES SHALL BE SPACED IN SUCH A MANNER THAT A VIBRATOR CAN PASS THROUGH TO PROPERLY CONSOLIDATE THE CONCRETE. DUCTS SHALL BE SECURELY TIED TO THE SADDLE IN SUCH A MANNER THAT THE DUCTS SHALL NOT BE DISPLACED DURING CONCRETING.
FIGURE 1
514

STIRRUPS*

,..-

(STIRRUPS SHALL ENCLOSE

VERTICAL WEB REINFORCEMENT)

1'/2 TIMES MAX. SIZE AGGREGATE OR 25 mm, wmCHEVER IS GREATER.
WEBREINF. NOT SHOWN.
* MIN. BAR SIZE-NO. 15 M BAR. MAX. LONGITUDINAL BAR SPACING-600 mm NO MORE THAN 3 DUCTS SHALL BE ENCLOSED BY A STIRRUP GROUP. A STIRRUP GROUP IS DEFINED AS ONE PAIR OF OVERLAPPING"U" SHAPED BARS AS SHOWN ABOVE.
FIGURE 2 515

NO. 15 M BARS AT 300 mm SPACING TO BE BENT AROUND DUCT AND TIED TO
LONGITUDINAL BAR.

900mm
C11 I-'
0')

* REINFORCING STEEL TO BE DESIGNED BYPOST-TENSIONER
TO ACCOUNT FOR BURSTING, PEELING AND SPLITTING. ALL NECESSARY REINFORCING MAY NOT BE SHOWN.
** #15 M BARS TO BE BENT AS CLOSELY AS POSSffiLE TO RADIUS
OF DUCT. TIE DUCT TO BARS.

#15M

#15M

SECTION A-A

NOTE: #15 M LONGITUDINAL BARS AND #15 M BARS AROUND DUCT NOT INCLUDED IN REINFORCING STEEL BAR SCHEDULE. COST OF BARS TO BE INCLUDED IN COST OF REINFORCING STEEL.
NOTE: BOTTOM SLAB BLISTER SHOWN. TOP SLAB BLISTER SIMILAR. SEE PLANS FOR ADDITIONAL DETAILS.
FIGURE 3

509.06
the shop drawings, name of the structure and name of the Fabricator and Contractor. Design calculations may be on letter size sheets. Shop drawings shall be submitted on sheets 575 x 900 mm with a left margin of 38 mm and all other margins 13 mm.
509.06 PROTECTION OF PRESTRESSING STEEL: All prestressing steel shall be protected against physical damage and rust or other results of corrosion at all times from manufacture to grouting. Prestressing steel that has sustained physical damage at any time will be rejected.
Prestressing wire or strand shall be packaged in containers or shipping forms for the protection of steel against physical damage and corrosion during shipping and storage. A corrosion inhibitor which protects against rust or other results of corrosion shall be placed in a package or form, or shall be incorporated in a corrosion inhibitor carrier type packaging material or may be applied directly to the steel. The corrosion inhibitor shall have no deleterious effect on the steel or grout or bond strength of steel to grout. Packaging or forms damaged from any cause shall be immediately replaced or restored to original condition.
The shipping package or form shall be clearly marked with a statement that the package contains high strength prestressing steel, and the care to be used in handling and the type, kind, and amount, of corrosion inhibitor used including the date when placed, safety orders and instructions for use.
The development of rust or other results of corrosion may be cause for rejection as described below.
A. If, when the package is opened, there is an even coating of rust, or rust film over the entire "pak," the "pak" shall be rejected.
B. If one or more wires in a strand shows extensive rust throughout its length, the entire "pak" shall be rejected.
C. Any length of strand or bar which contains clinging rust, pits, or other faults shall be rejected.
D. Rust film which can be removed by light rubbing, leaving only light streaks or spots but no pitting, will not be cause for rejection.
E. If prestressing and grouting are completed within 10 consecutive days after installation of steel strands in the ducts or 30 consecutive days in the case of bars, rust which may form during this time will not be cause for rejection of the steel.
F. If prestressing and grouting are not completed within 10 consecutive days after installation of steel strands, rust inhibitor will be required to be used in the ducts. Prestressing steel installed, tensioned, and grouted in the above manner will not require the use of rust inhibitor in the duct following installation of the prestressing steel. Prestressing steel installed as above, but not grouted within the specified number of consecutive days, will be subject to all the requirements described above pertaining to corrosion protection and will be subject to rejection because of rust. If the Engineer so directs, such
517

509.07
tendons shall be removed by the Contractor, at no cost to the Department. Prestressing steel detensioned for any reason cannot be reused and must be replaced.
No welds or grounds for welding equipment will be allowed on the forms or near the prestressing steel at any time after the prestressing steel has been installed.
509.07 DUCT INSTALLATION: Ducts for prestressing steel shall be securely fastened in place to prevent movement until concrete is placed and hardened. Ducts shall be supported at intervals of not more than 600 mm. The horizontal tolerance for longitudinal ducts in the top or bottom slab shall be plus or minus 25 mm. The vertical tolerance for longitudinal ducts shall be plus or minus 6 mm.
Joints between sections of rigid duct shall be positive metallic connections. Connections shall be carefully made so as to prevent misalignment of the ducts at the joints. Waterproof tape shall be used at the connections. Duct splices shall be made in such a manner that, as tendons are pushed into the duct, the nose of the tendon always goes from a male into a female end so that it cannot catch on a duct end. Splices in ducts shall be staggered so as to prevent all splices in a row of ducts from occurring at one point. Splices shall be staggered to give a 900 mm longitudinal spacing.
Ends of ducts shall be carefully cut and deburred. All ducts or anchorage assemblies shall be provided with pipes or other suitable connections to serve as grout ports for injection of grout after prestressing. The ports will be required at each anchorage of each tendon.
Continuous draped longitudinal ducts in the web shall be placed in one vertical row located at the center of the web. The ducts shall be securely tied to saddles which shall hold the duct in position during placing of concrete. The clear distance between ducts shall be 1.5 times the maximum size aggregate in the concrete mix or 25 mm, whichever is the greater. Bundling of ducts will not be permitted. See Figure 1 for further details.
Ducts in the top or bottom slab may be placed at the variable spacings horizontally or may be placed in groups of uniform close spacing provided a minimum horizontal clear spacing of 75 mm between ducts is maintained.
A minimum of one additional continuity duct over the number theoretically needed shall be installed in each web throughout the length of the structure to be used in case of blockage and for excessive prestress losses during construction. The ends of the additional ducts shall be positioned such that suitable anchorage blocks can be utilized if necessary. All ducts, whether or not occupied by strands, shall be grouted full after post-tensioning is completed.
After installation in the forms, the ends of ducts shall at all times be sealed to prevent entry of water and debris.
Immediately prior to installing the prestressing steel, the Contractor shall demonstrate to the satisfaction of the Engineer that all ducts are unobstructed and that they are free of water and debris.
All continuity ducts are required to be vented over each intermediate support. Vents shall be 13 mm minimum diameter and may be either steel or
518

509.11
polyethylene. Connections to ducts shall be made with approved metallic structural fasteners. The vents shall be mortar tight, taped as necessary, and shall provide means for injection of grout through the vents and for sealing the vents. Ends of vents shall be removed flush with the concrete surface after the grout has set. Vents shall also be provided at the low point of every duct to drain off water which will accumulate in the duct.
509.08 REINFORCING STEEL INSTALLATION: Reinforcing steel shall be fabricated and placed in accordance with the plans and as required herein. No reinforcing steel shall be cut and removed to permit proper alignment of stressing ducts. Any bar that cannot be fabricated to clear the ducts shall be replaced by additional bars with adequate lap length and revised drawings indicating the proposed bar shall be submitted to the Engineer for approval.
509.09 CONCRETING: Concrete shall not be deposited into forms until the Engineer has inspected the placing of the reinforcement, ducts, and anchorages; or otherwise has given his approval to proceed with the work.
509.10 PRESTRESSING SUPERVISION: If required by the Engineer, the Contractor will be required to provide a representative of the supplier of the post-tensioning system to be used. The representative shall be skilled in the use of post-tensioning systems and shall supervise or provide appropriate surveillance of the work and give the Engineer such pertinent information as may be required. This service shall be provided at no additional cost to the Department.
509.11 PRESTRESSING EQUIPMENT: The Contractor shall provide all equipment necessary for the construction and the prestressing work.
The jacks for tensioning shall have a stroke of adequate length so that the stressing can be done in a minimum number of strokes. The Contractor shall provide a positive means of marking each increment of elongation where two or more strokes are required. Jacks shall be equipped with proper ports or windows for adequate visual examination and measurement of tendon movement. They shall also be capable of slow release of stress to allow relaxation from overstress to the proper seating force.
All prestressing tendons shall be tensioned by the use of equipment allowing actual elongation to be measured directly and using a hydraulic ram equipped with an accurate method of determining the tensioning force applied using either a gauge measuring the internal hydraulic pressure in the ram or force exerted by the ram or a spring-type dynamometer used with the tensioning force applied directly. Readings taken from anyone of these gauges shall be converted to actual tensioning forces through the use of calibrated values taken from a calibration chart. All gauges shall be at least 150 mm in diameter and constructed to allow accurate readings to be made ofload increments of 1% of the total capacity of the ram used, not to exceed 2% ofthe tensioning force used.
If a load cell is used, the range of the load cell shall be such that the lower 10% of the manufacturer's rated capacity will not be used in determining the jacking stress.
519

509.12
Prior to use in the work, all rams to be used, together with their gauges or reading devices, shall be calibrated by an approved laboratory. Initial calibration of equipment shall be made within a period not exceeding 20 days prior to its first use in the work. The Contractor shall be solely responsible for the calibration of the equipment and shall furnish the Engineer with a certified chart from the calibration for each ram.
Recalibration of equipment will be required at intervals not exceeding three months throughout the duration of the work or at any time it appears to the Engineer that the equipment is producing erratic results. For each calibration, a calibration chart, certified by the laboratory, shall be furnished to the Engineer.
The specified regular interval for recalibration of equipment may be extended at the discretion of the Engineer upon conclusive evidence that there is no substantial change in the performance, but in no case shall such interval exceed six months.
509.12 ANCHORAGES AND DISTRIBUTION: All post-tensioned prestressing steel shall be secured at the ends by means of approved permanent type anchoring devices recommended by the prestressing steel manufacturer and meeting the requirements herein.
The Department plans for anchorages show a minimum amount of distribution reinforcing steel. The Contractor shall design and detail the reinforcement necessary to prevent bursting, peeling and splitting and shall submit the designs and details to the Engineer for approval.
All anchorage devices for the post-tensioning shall hold the prestressing steel at a load producing a stress not less than 95% of the guaranteed minimum tensile strength of the prestressing steel.
The load from the anchoring device shall be effectively distributed to the concrete by means of approved devices. Such approved devices shall conform to the following:
A The final unit compressive stress on the concrete directly underneath the plate or assembly shall not exceed 20 MPa or 0.9 (f' ci), whichever is the lesser.
B. Bending stresses in the plates or assemblies induced by the pull of the prestressing steel shall not exceed the yield point of the material or cause visible distortion, as determined by the Engineer, in the anchorage plate when 100% of the ultimate load is applied. Should in any instance the Contractor elect to furnish anchoring devices of a type which are sufficiently large and which are used in conjunction with a steel grillage embedded in concrete that, in effect, itself distributes the compressive stresses to the concrete, the steel distribution plates or assemblies may then be omitted. Steel distribution plates, if used, shall be placed inside the end surface of the member. All anchoring devices shall be recessed so that the ends of the prestressing steel and all parts of the anchoring devices will be embedded in concrete. Following post-tensioning and grouting, recesses shall be filled with an approved non-shrink grout, and all parts of the anchoring devices and ends of the prestressing steel shall then be covered
520

509.14
with at least 50 mm of grout, unless a greater embedment is called for on the plans.
Before filling recesses or otherwise providing encasement over anchoring devices, the surfaces of the concrete against which the grout is to be placed shall first be cleaned of all foreign and loose material. Cleaning shall not be done until all grouting operations are complete.
Grout for filling recesses or encasing anchoring devices shall meet the approval of the Engineer and shall be a type recommended by the manufacturer for use with highly stressed steel.
509.13 INSTALLING TENDONS: Tendons shall not be installed in the ducts until the top deck has been poured or unless otherwise approved by the Engineer. Prior to installation of tendons, the Contractor shall demonstrate to the Engineer that the ducts are unobstructed and free of water. The entire tendon shall be installed in the duct by an acceptable method approved by the Engineer.
509.14 POST-TENSIONING: Post-tensioning shall not take place until the deck slab thickness and deck reinforcement cover meet the current specification requirements. The tensioning process shall be conducted so that the tension being applied and the elongation may be measured at all times. A record shall be kept of gauge pressures or readings and elongations at the end of each jacking operation and submitted to the Engineer for approval.
Prestressing tendons in continuous post-tensioned members shall be tensioned by jacking at each end of the tendon. Such jacking of both ends need not be done simultaneously. When approved by the Engineer, bent cap tendons, if shown on the plans, may be tensioned by jacking from one end only.
Prestressing tendons in simple span post-tensioned members may be tensioned by jacking from one end only. When tensioning is done from one end only, half of the prestressing steel in each member shall be tensioned from one end of the span and the other half from the opposite end unless otherwise shown on the plans. Prestressing systems which incorporate Dead End anchorages will not be permitted unless specifically allowed on the plans. Where construction staging does not allow room to stress tendons from both sides, anchorage systems with compression plates or fittings to seat anchor wedges shall be used.
The tendon force measured by gauge pressure shall agree within 5% with the tendon force calculated by elongation movement. When the measured elongation at the specified jacking stress varies by more than 5% from the theoretical elongation, or the unbalanced force about the section centerline exceeds 3%, the entire operation shall be checked and the source of error determined and remedied to the satisfaction ofthe Engineer before proceeding with the work.
The prestressing steel shall be tensioned by means of hydraulic jacks hereinbefore described so that the force in the prestressing steel shall be not less than the value shown on the Plans.
The prestressing force may vary per tendon plus or minus 5%. However, the total force at each section must not be less than the total prestressing force specified.
521

509.15
Cast-in-place concrete shall not be prestressed until the compressive strength of all concrete placed prior to the prestressing operation has reached the required 28-day strength and has a minimum age of 14 days or unless otherwise noted on the plans or approved by the Engineer.
Subject to prior approval by the Engineer, a portion of the total prestressing force may be applied to a member when the strength of the concrete in the member is less than the value shown on the plans. Approval by the engineer of such partial prestressing will in no way relieve the Contractor of full responsibility for successfully constructing the members.
The prestressing steel shall be anchored at stresses (initial stress) that will result in the ultimate retention of working forces of not less than the minimum values shown on the plans or as may be approved.
Unless otherwise specified or indicated on the Plans, the average working stress in the prestressing steel shall not exceed 80% of the yield point stress of the prestressing steel. For determining the amount of steel required, the maximum temporary tensile (jacking) stress in prestressing steel shall not exceed 80% of its specified minimum ultimate tensile strength unless the plans indicate a lower jacking stress, in which case the plan requirements would govern. The prestressing steel shall be anchored at stresses (initial stress) that will result in the ultimate retention of working forces of not less than those shown on the plans, but in no instance shall the initial stress exceed 70% of the specified minimum ultimate tensile strength of the prestressing steel.
Working force and working stress will be considered as the force and stress remaining in the prestressing steel after all losses, including creep and shrinkage of concrete, elastic compression of concrete, creep of steel, loss in post-tensioned prestressing steel due to sequence of stressing, friction and anchor set, and all other losses peculiar to the method, technique, or system of prestressing have taken place or have been provided for.
Loss of elongation due to anchor set shall be checked for agreement with the anticipated value used in the stress calculations. Excessive anchor set shall be deducted from the measured elongation and corrected, if necessary, to maintain 5% agreement between elongation and stressing force.
After stressing and anchoring all tendons and upon the Engineer's approval, projecting tendons shall be trimmed by sawing as shown in the approved working drawings.
For computing the prestress losses due to friction the formula found in the AASHTO Specifications for Highway Bridge Article 9.16.1 shall be used. The total effect of friction losses at any section will be the sum of the effects for each tendon, depending on the anchorage location for each tendon. For computing all other prestress losses the provisions of Article 9.16.2 as found in the AASHTO Specifications shall apply.
509.15 CORRECTING DEFECTS: Failure of individual wires in a sevenwire strand, or of wires in a parallel wire tendon is acceptable provided the total area of wire failure is not more than 2% of the total cross sectional area of tendons in any member. Failure of an entire strand will be subject to structural review.
522

509.16
509.16 GROUTING:
A GENERAL: Prestressing steel shall be bonded to the concrete by entirely filling the void space between the duct and the tendon with grout.
B. MATERIALS: The grout shall be a mixture of Portland cement and water, and shall include an approved expansive admixture. No sand shall be used in the grout mixture. Minimum compressive strength of the grout shall be 20 MPa at 28 days as determined by ASTM C 109. Portland cement shall meet the requirements of Sub-Section 830.0l. Unless otherwise specified, Portland Cement shall be Type II. Type I or III may be allowed by the Engineer. Type III may be required by the Engineer for cold weather grouting. Certificates of compliance will be acceptable to the Department for cements to be used. The Department reserves the right, however, to sample and test the cement before its use and at any time during the progress of the work. Water shall be potable or otherwise conform to Sub-Section 880.0l. Admixtures, if used, shall impart the properties of low water content, good flowability, and minimum bleed if approved by the Engineer. Its formulation must not contain ingredients corrosive to steel or chemicals in quantities that may have a harmful effect on cement. Admixtures containing chloride ions in excess of 0.50% by weight of the admixture (assuming 0.45 kg of admixture per 42.6 kg each of cement), florides, sulphites and nitrates shall not be used. Admixtures may be liquid or solid form. Aluminum powder of the proper fineness and quantity may be used to obtain 5% to 10% unrestrained expansion of the grout. Thixotropic additives shall not be used without the prior approval of the Engineer. At least 30 days prior to use of the admixture, a minimum of 1 kg of a proposed dry-type admixture or one liter of a proposed liquid-type admixture shall be submitted to the Engineer for approval. The sample of the admixture shall be accompanied by a description of the content, recommended proportions to be used, and the manner and sequence of adding to the mix.
C. EQUIPMENT: The grouting equipment shall include a mixer capable of continuous mechanical mixing which will produce a grout free of lumps and undispersed cement. The equipment shall be able to pump the mixed grout in a manner which will comply with all of the provisions herein. Accessory equipment which will provide for accurate solid and liquid measures shall be provided to batch all materials. The pump shall be a positive displacement type and be able to produce an outlet pressure of at least 1 MPa, gauge. The pump shall have seals adequate to prevent introduction of oil, air or other foreign substance into the grout, and to prevent loss of grout or water. A pressure gauge having a full scale reading of no greater than 2 MPa shall be placed at some point in the grout line between the pump outlet
523

509.16
and the duct inlet. Standby flushing equipment capable of developing a pumping pressure
of 2 MPa gauge and of sufficient capacity to flush out any partially-grouted ducts shall also be provided. Flushing equipment shall have a different power source than grouting equipment.
The grouting equipment shall contain a screen having clear openings of 3 mm maximum size to screen the grout prior to its introduction into the grout pump.
The grouting equipment shall utilize gravity feed to the pump inlet from a hopper attached to and directly over it. The hopper must be kept at least partially full of grout at all times during the pumping operation to prevent air from being drawn into the post-tensioning duct.
Under normal conditions, the grouting equipment shall be capable of continuously grouting the largest tendon on the project in not more than 20 minutes.
D. MIXING OF GROUT: Water shall be added to the mixer first, followed by Portland cement and admixture, or as required by the admixture manufacturer. Mixing shall be of such duration as to obtain a uniform, thoroughly blended grout, without excessive temperature increase or loss of expansive properties of the admixture. The grout shall be continuously agitated until it is pumped. Water shall not be added to increase grout flowability which has been decreased by delayed use of the grout. Proportions of materials shall be based on tests made on the grout before grouting is begun, or may be selected based on prior documented experience with similar materials and equipment and under comparable field conditions (weather, temperature, etc.). The water content shall be the minimum necessary for proper placement and shall not exceed a watercement ratio of 0.45 or approximately 19 L of water per bag of cement. The pumpability of the grout may be determined by the Engineer in accordance with the U.S. Corps of Engineer Method CRD-C79. When this method is used, the effiux time for the grout sample immediately after mixing shall be not less than 11 seconds.
E. PREPARATION OF DUCTS FOR GROUTING: In preparing the ducts for grouting, flushing of metal ducts shall be as determined by the Engineer. Water used for flushing ducts shall contain slaked lime (calcium hydroxide) or quicklime (calcium oxide) in the minimum amount of 10 giL. All compressed air which may be used to blowout ducts Shall be oil-free.
F. INJECTION OF GROUT: All grout and vent openings shall be open when grouting starts. Grout shall be allowed to flow from the first vent after the inlet pipe until any residual flushing water or entrapped air has been removed, at which time the vent shall be capped or otherwise closed. Remaining vents shall be closed in sequence in the same manner. The pumping pressure at the tendon inlet shall not exceed 2 MPa gauge.
524

510

If the actual grouting pressure exceeds the maximum stipulated pumping pressure, grout may be injected at any vent which has been, or is
ready to be, capped as long as a one-way flow of grout is maintained. If this procedure is used, then the vent which is to be used for injection shall be fitted with a positive shutoff.
When one-way flow of grout cannot be maintained in the manner outlined hereinabove, the grout shall be immediately flushed out of the duct with water.
Grout shall be pumped through the duct and continuously wasted at the outlet pipe until no visible slugs of water or air are ejected and the efflux time of the ejected grout is not less than 11 seconds. To ensure that the duct remains filled with grout, the outlet shall be closed first and the inlet closed after holding pumping pressure for an additional 15 seconds. Plugs, caps or valves thus required shall not be removed or opened until the grout has set.

509.17 MEASUREMENT AND PAYMENT: Prestressing cast-in-place concrete will be measured as an accepted lump quantity, complete in place. The Contract Lump Sum price paid for prestressing cast-in-place concrete shall be full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all work involved in furnishing, placing, and tensioning the prestressing steel in cast-in-place concrete structures, complete in place, as shown on the plans, and as specified in these specifications.
Full compensation for furnishing and placing additional deformed bar reinforcing steel required by the particular system used, ducts, anchoring devices, saddles, distribution plates or assemblies, and incidental parts, for furnishing samples for testing, for performing testing, for grouting recesses and pressure grouting ducts, will be considered as included in the Contract Lump Sum price paid for Prestressing Cast-in-Place Concrete and no additional compensation will be allowed.

Payment will be made under: Item No. 509. Prestressing Cast-In-Place Concrete, Br. No._ _

per Lump Sum

SECTION 51o-PROTECTIVE PLATFORMS
A PURPOSE: Protective platforms are to provide additional safety for underpassing traffic during construction of grade separation structures.
B. LOCATION: Protective platforms shall be placed under all spans which overpass lanes on which pedestrian or vehicular traffic will be carried during construction of the affected structures.
C. TIME OF PLACEMENT: The platforms shall be placed immediately after the beams are set and before any other work is performed on the span.
D. DESCRIPTION: Protective platforms shall extend a minimum of 1 m beyond each side of the outside limits of the structure and give complete coverage for the length of the spans over the traveled ways.

525

511.01
The platforms shall be installed so that the minimum vertical clearance shown on the Plans is maintained over the traffic lanes. W 12-2 signs stating LOW CLEARANCE, (the dimension shown on the Plans) shall be posted approximately 150 and 300 m from each side of the bridges, and on the exterior sides of the bridge superstructure so as to be in plain view of traffic approaching the bridge site from both directions. The exact location of all the vertical clearance signs will be subject to the approval of the Engineer.
The Contractor shall remove these signs when the protective platforms are removed.
The Protective platform shall be constructed and maintained so that no object, large or small, liquid or solid, will fall from the bridge superstructure or the platform to the underpassing roadway. Protection of the roadway below, including vehicular and pedestrian traffic shall be complete, and such protection shall be the Contractor's liability and responsibility. Protective platforms shall remain in place until such time as all superstructure work including painting, final rubbing, and clean-up is complete. In the event that the platforms as constructed fail to provide the required protection, all operations on the spans affected shall cease until satisfactory remedial action is taken.
Stay-in place metal deck forms and precast prestressed concrete deck panels are considered satisfactory as Protective Platforms between girders. Protective platforms are required for edgebeam, diaphragm or other construction below the deck form elevation.
Properly designed overhang brackets floored a minimum of 300 mm beyond the outside edge of a slab with handrail and a 200 mm curb board are considered satisfactory as protective platforms for the overhangs provided temporary mobile or hanging protective platforms are used when erecting and removing overhang form work.
E. ENFORCEMENT: Should the Contractor fail to comply with the requirements listed herein, the Engineer in charge of The Work will close down all operations being performed by the Contractor. The Engineer may also withhold any monies due or which may become due the Contractor until such time as the above requirements have been met.
F. PAYMENT: The cost of all Protective Platforms shall be included in the overall Bid submitted. This price shall include furnishing materials, erecting, maintaining, removing and disposing of the platforms. The platforms required by this Section shall remain the property of the Contractor.
SECTION 51 I-REINFORCEMENT STEEL
511.01 DESCRIPTION: This work shall consist of furnishing and placing Bar Reinforcement Steel and Superstructure Reinforcement Steel in accordance with these Specifications.
511.02 MATERIALS:
A GENERAL: Unless otherwise specified, all bar reinforcement shall meet
526

511.02

the requirements of the following Specifications: Steel Bars for Concrete Reinforcement

853.01

1. MILL ORDERS AND SHIPPING STATEMENTS; The Contractor shall furnish three copies of mill orders and shipping statements covering fabricated reinforcement steel, both black and epoxy bars, to the Office of Materials and Research. The purchase orders should include, as a minimum, the following:

a. Complete and correct State Project Number including counties or county.

b. Contractor's Company Name and Order Number.

c. Fabricator's name and address.

d. Bar sizes and total weight.

B. BAR SUPPORTS:
1. WIRE SUPPORTS: All wire bar supports shall be fabricated in accordance with the illustrations given in Table 1 and from one of the following materials:

a. GALVANIZED WIRE BAR SUPPORTS: Cold-drawn wire, hot dipped zinc-coated to meet the requirements of ASTM A 153, Table 1, Class D, Weights of Zinc Coatings.

b. STAINLESS WIRE BAR SUPPORTS: For nominal heights of 90 mm and under, the legs of the support shall be fabricated from stainless steel wire containing not less than 16% chromium. The wire shall be weldable and shall be cold-drawn to provide a minimum tensile strength of 585 MPa for bolsters and of 690 MPa for high chairs. For nominal heights exceeding 90 mm, the legs may be fabricated from cold-drawn carbon steel wire (non-stainless steel) having stainless steel extensions attached to the bottom of each leg. The leg extensions shall be so designed that no portion of the carbon steel wire will be unprotected closer than 20 mm from the form surface.

c. BRIGHT BASIC WIRE BAR SUPPORTS: Any support which is to be placed at least 20 mm clear from a formed surface may be furnished in bright basic wire (no corrosion protection) having the same minimum wire sizes as that specified for Galvanized Wire Bar Supports.

d. PLASTIC PROTECTED BAR SUPPORTS: Bar supports that come in contact with a removable form shall be plastic protected and confined to Types SB, BB, JC, HC, BC, and CHC and shall be fabricated from colddrawn carbon steel wire.
The plastic protection shall be applied by a dipping operation or by molding legs to the top wire.
When Plastisol is used in the dipping operation, it shall have a tensile strength of 10 MPa to 13.5 MPa and hardness of 80 to 100 (Shore A) durometers and shall be properly cured as determined by insolubility

527

SYMBOL SB

SBU

BB

*62.5 mm

BBU

*62.5 mm

CJI

t>:l

00

BC

JC

HC

BAR SUPPORT ILLUSTRATION
~25~
~Z4.
~
~k
~
r-<t4~
.Pt\

HCM

9S

.~ B

CBC

Type of Support
Slab Bolster

Nominal Height All

Minimum Wire Sizes

Carbon Steel

Top

Legs Runner

No.4

Corru- No.6

-

grated

Stainless Steel Legs
No.8

Slab Bolster Upper

No.4

All

Corru-

gated

Beam Bolster

up to 40 mm included over 40 mm
to 50 mm included over 50 mm to 90 mm incl.
over 90 mm

No.7 No.7 No.4 No.4

Beam Bolster Upper

up to 50 mm included over 50 mm

No.7 No.4

Individual

Bar

All

Chair

Joist Chair

All

-

to 90 mm included

-

Individual

over 90 mm to 125 mm incl.

-

High

over 125mm t.o 225 mm incl.

-

Chair

over 225 mm

-

High Chair
for Metal Deck

50 mm to 125 mm included over 125 mm to 225 mm included
over 225 mm

---

Continuous High Chair

50 mm to 90 mm included over 90 mm to 125 mm incl. over 125 mm to 225 mm incl.
over 225 mm

No.2 No.2 No.2 No.2

No.6 No.7
No.7 No.7 No.4 No.4

No.7 No.4

No.7 No.4

No.7

No.6

-

No.4

-

No.4

-

No.2

-

No. 0

-

No.4

-

-

-

No.4

-

No.4

-

No.2

-

No. 0

-

No.9 No.8 No.7
-
-
No.4
No.9
No.9 No.7
---
---
No.7
--

C..J..I

REMARKS

!o""'
t>:l

Legs spaced 125 mm on center. Vertical corrugations spaced 25 mm on center
Same as SB

Legs spaced 63 mm on center.

Same as BB.
--**
..** Legs at 20deg. or less with vert. When hgt. exceeds 300 mm legs are reine. with welded crosswires or
encircling wires.
Same as HC. The longest leg will govern the size of wire to be used."
Legs at 20 deg. or less with vert. All legs 206 mm on center max., with leg within 100 mm ofend ofchair, & spread between legs not less than 50% nominal hgt.

CHCU CHCM
UJC
CS 01
t-:>
~

JX: :4.
~~
115M OR 13mm
~: 35~
:/

Continuous High Chair Upper
Continuous High
Chair for Metal Deck
Upper Joist Chair
Continuous Support

50 mm to 125 included

No.2 No.4 No.4

-

over 125 mm to 225 mm included over 225 mm

No.2 No.2

No.2 No. 0

No.4 No.4

--

up to 50 mm included up to 50 mm included over 50 mm to 125 mm incl

No.4 No.2 No.2

No.6 No.4 No.4

No.4 No.4 No.4

-25 mm to 90 mm included NO. 15M No.2

-

-

(measured from form to

Bar

top of middle portion of or 13 mm

saddle bar) in 6mm

increments.

40 mm to 125 mm incl.

No.8 No.8 No.8

-

over 125 mm to 190 mm in I. No.6 No.6 No.6

over 190 mm to 300 mm in I. No.4

No.4 No.4

SameasCHC
No.4 top wire, Maximum leg spacing 125 mm on center No.2 top wire, Maximum is 250 mm on center.
Legs spaced 350 mm on center
Legs spaced 150 mm on center, 100 mm on center at bend point. Middle runner used heights over175 mm 'Zig Zag" width-200 mm min.

Top wire on continuous supports, not otherwise designated as corrugated, may be straight or
corrugated at the option ofthe manufacturer
** In order to provide adequate stability against overturning, the leg spread measured between points
of support on the minor axis of the support shall not be less than 70 per cent of the nominalheight.
*** In order to provide adequate stability against overturning, the leg spread measured between points
of support on the minor axis of the support shall not be less than 55 percent of the nominal height.
**** In order to provide adequate stability against overturning ll.nd to provide adequate load capacity,
the leg spread measured between points of support on the minor axis of the support shall not exceed the
minimum and maximum percentages ofthe nominal height, as shown:

NOMINAL HEIGHT (MILLIMETERS)

DISTANCE BETWEEN SUPPORTS, % OF NOMINAL HEIGHT

MINIMUM

MAXIMUM

Under 100

70

No limit

100

70

95

150

65

90

200

60

85

250

55

80

300 Over 300

50

75

50

75

0...1..

!o""'
t-:>

511.03
of the fabricated plastic immersed in methyl-ethyl-ketone (MEK commercial grade 100% solution) for a period of one hour. When plastic legs of polyethylene are molded to the top wire, the polyethylene shall meet ASTMD 1248.
When tested in accordance with the "Performance Test Procedure for Plastic Protected Bar Supports" in the CRSI Manual of Standard Practices, the plastic shall not deform permanently when subjected to a temperature of 77C so that metal is exposed at points of contact, and shall not shatter or severely crack under impact loading when subjected to a temperature of -15C. Plastic on the fabricated unit shall not chip, crack, or peel under ordinary job conditions.
The plastic shall have a thickness of not less than 2.4 mm at points of contact with the form. The plastic shall extend upward on the wire to a point at least 13 mm above the form.
All legs on wire bar supports shall be turned up a minimum of 3 mm. e. EPOXY POWDER COATED WIRE BAR SUPPORTS: Epoxy Powder Coatings shall have a minimum thickness of 0.15 mm and have satisfactory flexibility, adhesion and be non-conductive to electrical current.
2. MORTAR BLOCKS: Precast mortar blocks used as spacers and supports shall be made of cement and concrete sand with a 1:2 cementsand ratio and shall have wires cast into them for fastening to the steel. Support faces shall be approximately parallel and smooth. The blocks shall be moist cured for a minimum of three (3) days.
C. TIE WIRE: All wire used for tying bar reinforcement steel shall be a minimurp diameter of No. 16 gauge, black, soft iron wire. All bar ties shall be securely twisted a minimum of two (2) full turns. The Engineer may require double bar ties if single bar ties fail to securely maintain the position of the bar reinforcing steel under construction traffic. Epoxy-coated reinforcement steel shall be tied with epoxy-coated or plasticcoated tie wire specified in Sub-Section 514.07.
511.03 CONSTRUCTION:
A. FABRICATION: All bars shall be fabricated to the tolerances indicated in the accompanying illustrations. In addition, all bars shall be fabricated in the plane for which they were designed. Maximum allowable deviation for No. 20 M bars and under shall be 13 mm out of the design plane. For No. 25 M bars and over, the maximum allowable deviation shall be 25 mm out of the design plane. The reinforcement shall be bent to the shapes and dimensions specified. Unless otherwise shown, all hooks and bends shall be in accordance with the Manual of Standard Practice prepared by the Concrete Reinforcing Stl7el Institute and the Western Concrete Reinforcing Steel Institute. All bar dimensions shown on Plans are out to out unless otherwise noted.
530

511.03
Under no circumstances will bars which have been rejected due to deviations from Project bending details be rebent and used.
B. HANDLING AND STORAGE: After fabrication, all reinforcement steel shall be loaded, transported, unloaded and handled in a manner as to prevent damage. When unloaded and stored, it shall be blocked off the ground and stored in separate piles according to size and type. Protection from the weather may be required if prolonged exposure is expected.
C. PLACING: Before reinforcement is placed, it shall be reasonably clean of loose mill and rust scale and of all coatings which will destroy or materially reduce the bond. It shall be accurately spaced within permissible tolerances and firmly tied and supported so that there be no appreciable movement of the steel during concrete placement. Reinforcement shall be placed, inspected, and approved before concrete placement begins. Concrete placed in violation of this requirement may be rejected and its removal required.
The following requirements shall govern for all types of structures:
1. FOOTING REINFORCEMENT:
a. TIES: Mat steel shall have a tie at each intersection on the outer edges and at alternate intersections within the mat.
b. SUPPORTS: Mat steel shall preferably be supported with precast blocks having maximum dimensions of 100 mm x 100 mm x Plan clearance and fastened with cast-in wires. Steel may be supported by other satisfactory means, but the use of rocks and random pieces of broken concrete will not be allowed.
c. TOLERANCES: Mat steel shall be placed within 15 mm vertically from the bottom clearance and 25 mm from the side clearance. No bar shall deviate more than 25 mm from Plan location, as seen in Plan view.
2. DOWEL BARS-Column and Wall:
a. PLACEMENT: Before concrete is poured in any footing, dowel bars shall be placed and supported by a rigid template constructed across the top of the footing. They shall be attached to the template in such manner that their position will not change appreciably during concrete placement. Dowel bars shall not be pushed into wet concrete after concrete is placed. Dowel bars shall be positioned to allow the column bars or vertical wall bars to be spliced and tied in their Plan location.
b. TOLERANCES: Dowel bars shall be placed within 15 mm of Plan location, except that maximum side clearance shall be within 5 mm.
3. COLUMNS:
a. SUPPORTS: Steel shall be spaced off side forms with precast blocks having maximum dimensions of 50 mm x 50 mm x Plan clearance and fastened with cast-in wires.
531

511.03

~_ _:_:

L.e..n..;;.g..t.h_PI_u_s_or_Mi_'n_u_s_2_5_mm

:1

~ - - - - l ~ ,.

0 - Dimension Plus or Minus 25 mm

H - Dimension Plus Zero or Minus 15 mm

o -Dimension Plus or Minus 25 mm

Spiral or Circular Tie

! Tie or Stirrup

Plus or Minus 15mm

Plus or Minus 15 mm

532

511.03
b. TOLERANCES OF COLUMN VERTICAL BARS: Verticals shall be placed within 15 mm of Plan location. Side Form clearance shall be within 5mm.
c. TOLERANCES AND TIES OF COLUMN HOOPS: Hoops shall be tied at all intersections with dowel bars and corner vertical bars. Each of the other vertical bars shall be tied to at least every third hoop on a staggered basis, both vertically and horizontally. Each hoop shall be located within 25 mm of its specified location. Side form clearance shall be within 5 mm.
4. WALLS:
a. TIES: Steel shall be tied at each intersection on the outer edges and at every third intersection within the mat. In large wans, ties at alternate or each intersection may be required. Any displacement of bars after initial tying shall be corrected before concrete is poured.
b. SUPPORTS: Steel shall be spaced off side forms with precast blocks, having maximum dimensions of 50 mm x 50 mm x Plan clearance and fastened with cast-in wires. Satisfactory spacing devices between wall mats shall be used.
c. TOLERANCES: Side form clearance shall be within 5 mm. Spacing shall be within 25 mm for anyone bar, but this tolerance will not be allowed to accumulate. Bars may be shifted out of tolerance where necessary to clear a fixture, but the correct number of bars shall be in the pour, and the remaining bars on either side of the fixture shall be placed to the specified spacing and tolerance.
5. BEAMS AND CAPS:
a. TIES: Intersecting bars shall be tied. All bundled bars shall be tied at maximum spacing of 1.8 m and have a minimum of 3 ties per bundle.
b. SUPPORTS: Bottom clearances shall be maintained by approved beam bolsters (BB). Additional layers of main longitudinal bottom steel in beams and caps, if not bundled, shall be supported from the lower layers by upper beam bolsters (SBU) placed directly over lower supports. Spacing of beam bolsters shall begin no more than 600 mm from the end of a beam or cap, and additional bolsters will be required at a maximum spacing of 1.2 m. Upper main longitudinal steel which is located below top bars shall be vertically spaced with precast blocks having maximum dimensions of 50 mm x 50 mm x Plan clearance and fastened with cast-in wires. Side form clearance shall be maintained with similar precast blocks.
c. TOLERANCES: The Bottom and top clearance of any layer of main longitudinal steel shall be within 5 mm of the Plan vertical dimension for that layer. Side form clearance shan be within 15 mm. Each stirrup shall be located within 25 mm of its specified location.
533

511.03
Where transverse spacing is not shown on Plans, main steel in beams and in tops and bottom of caps shall preferably have a minimum horizontal clearance between bars of 50 mm.
6. SLABS-Box Culvert and Bridge Deck:
a. TIES: Reinforcing steel in each layer shall be tied at each intersection on the outer edges and at every third intersection within the mat for top and bottom slabs of box culverts. For bridge decks, reinforcing steel in the bottom mat shall be tied at each intersection of the outer edges and at every third intersection within the mat, except that epoxy coated reinforcing steel shall be tied at every other intersection within the mat. For bridge decks, reinforcing steel in the top mat shall be tied at each intersection on the outer edges and at every other intersection within the mat, except that epoxy coated reinforcing steel shall be tied at every intersection.
b. SUPPORTS:
(1) BOX CULVERT:
(a) BOTTOM SLABS: Supports for single mat steel or for bottom mat steel shall meet the requirements specified above for footings in Sub-Section 511.03.C.1.
Where the Plans require more than one mat of steel, the top mat shall be supported from the bottom mat by upper beam bolsters (SBU) or by other satisfactory means.
(b) WALLS: Steel supports shall meet the requirements specified above for walls in Sub-Section 511.03.C.4.
(c) TOP SLABS: Supports for bottom mat steel shall preferably consist of slab bolsters (SB) spaced approximately 300 mm from the inside faces of walls, and additional bolsters will be required at a maximum spacing of approximately 1.2 m. As an alternate, these bottom mats may be supported by precast blocks spaced at approximately 1.2 m maximum in any direction and having maximum dimensions of 50 mm x 50 mm x Plan clearance. They shall be fastened with cast-in wires. Slab bolsters (SB) may be required if proper support is not achieved by using precast blocks.
Supports for top mat steel shall consist of continuous high chairs (CRC) placed near each end of the top bends of truss bars. As an alternate, individual high chairs (RC) may be used at a maximum longitudinal spacing of approximately 1.2 m.
(d) TOLERANCES: Top and bottom slabs shall have their reinforcing bar mats meet the tolerances as specified in SubSection 511.03.C.6.b.(2).(c). Bar reinforcing steel in the walls shall meet the tolerance requirements of Sub-Section 511.03.C.4.c.
534

511.03
(2) BRIDGE DECK:
(a) BOTTOM MATS: Bottom mat reinforcing shall always be supported by lines of longitudinal slab bolsters (SB) placed along both sides of each beam at a distance of from 150 to 300 mm from beam edges. If the resulting spacing between the lines of bolsters thus placed exceeds 1.2 m, an additional row or rows of bolsters shall be placed so the maximum spacing between the lines of bolsters does not exceed 1.2 m. Where the reinforcement extends 300 mm or more beyond bolsters on curb or median overhangs, an additional row of bolsters, at approximately 100 mm from the end of the reinforcement will be required. In lieu of slab bolsters in the panels between beams, precast blocks having maximum dimensions of 50 mm x 50 mm x Plan clearance and fastened with cast-in wires, may be used. The blocks shall have a maximum spacing of approximately 1 m longitudinally and transversely shall be spaced in accordance with the above noted requirements for slab bolsters. If precast blocks do not support the reinforcing steel in a satisfactory manner, the use of slab bolsters (SB) will be required throughout. All slab bolsters which are in contact with the forms shall be corrosion resistant.
On skewed bridges where main (transverse) deck steel is not placed parallel to skew, discontinuous ends of cut-off transverse bars shall be supported by slab bolsters (SB) placed parallel to skew as near the cut ends ofbars as work permits.
(b) TOP MATS: Reinforcing steel shall, except as noted in Alternate (1) and (2) below, be supported by a line of longitudinal continuous high chairs (CRC) placed along both sides of each beam approximately 150 mm from their edges. Another line shall also be placed approximately 150 mm from each outside edge of the slab. If the resulting spacing between the lines of continuous high chairs (CRC) thus placed exceeds 1.2 m, an additional row or rows of continuous high chairs (CRC) shall be placed so the maximum spacing between the lines of continuous high chairs (CRC) does not exceed 1.2 m. The following alternates are acceptable:
Alternate (I)-When truss bars are used for main slab transverse reinforcing, individual high chairs (RC) shall be placed in a line along both sides of each beam approximately 150 mm from their edges. Another line shall also be placed approximately 150 mm from each outside edge of the slab. Individual high chairs (RC) shall be used at a maximum spacing of 1 m longitudinally and 1.2 m transversely.
Alternate (2)-When truss bars are not used for main slab transverse reinforcing, top mat steel shall be supported by lines of longitudinal continuous high chairs upper (CRCD) placed
535

511.03
directly over the lines of longitudinal slab bolsters (SB) supporting the bottom mat steel.
On skewed bridges where main (transverse) deck steel is not placed parallel to skew, discontinuous ends of cut-off transverse bars shall be supported by continuous high chairs (CRC) placed parallel to skew as near the cut ends of bars as work permits.
In addition, on bridges skewed less than 75 degrees, an additional No. 15M bar, placed parallel to the skew for the full deck width and as close as practical to the deck joint, shall be securely tied to the underside of the top mat of reinforcing steel and anchored or tied to the forms or supports (beams), or both, to ensure correct bar mat location is maintained.
When prestressed concrete deck panels are used, the top mat of bar reinforcing steel shall be securely tied to each shear bar and pick-up loop in the panels to ensure that the top bar reinforcing mat remains in its correct vertical position.
(c) TOLERANCES: Top and bottom reinforcement steel mats shall have their top and bottom clearances within 5 mm of that shown on the Plans. The horizontal spacing and the end and edge clearances of the reinforcing steel in the top and bottom mats shall be within 15 mm of the dimension shown on the Plans. Curb and sidewalk bars shall be placed within 15 mm of the Plan dimension in all directions.
If truss bars are utilized in the bridge deck, it shall be required that they meet the top clearance criteria by raising the bar but staying within the bottom clearance criteria.
7. SPLICING: All reinforcement steel shall be furnished in the full lengths shown on Plans, and splices shall be made as shown on Plans. No other splices shall be made unless approved. In lapped splices, bars shall be placed in continuous contact and wired together in such manner to maintain a clearance of not less than the minimum clear distance to other bars and the minimum distance to the surface of the concrete. Unless otherwise shown on the Plans, splice length shall be 300 mm minimum for No. 10M longitudinal bars for cast-in-place box culverts.
8. WELDING: Welding of reinforcement steel shall be done only where shown on Plans.
9. MINIMUM SPACING REQUIREMENTS: The minimum spacing limitations shall be as follows unless shown otherwise on the Plans:
a. For cast-in-place concrete, the clear distance between parallel bars shall not be less than 1.5 bar diameters, 1.5 times the maximum size of coarse aggregate, nor 40 mm, whichever is the greater.
b. For precast concrete manufactured under plant control conditions, the clear distance between parallel bars shall not be less than 1 bar
536

511.04

diameter, Pis times the maximum size of the coarse aggregate, nor 25 mm, whicheveds the greater.

511.04 MEASUREMENT AND PAYMENT: This work will be measured for payment in kilograms of accepted Bar Reinforcement Steel or as an accepted Lump quantity, whichever is shown on the Plans. This work will be paid for at the Contract Price per kilogram of Bar Reinforcement Steel or per Lump Sum, each complete in place.
Where the construction of minor items requires the furnishing and placing of Bar Reinforcement Steel to be included in the cost of the Items, no separate measurement or payment will be made for such steel.

A. WEIGHT CALCULATIONS: Calculations of reinforcement bar weights will be made by using the theoretical unit weight in kilograms per meter given for the various sizes of deformed bars shown in the Table of SubSection 511.04.B. taken from ASTM A 615M. Lengths of bent bars will be the sums of the component sections of the bars as shown on the Plans.

B. BAR SCHEDULES AND PLAN QUANTITIES: Bar schedules are shown on the Plans as a service, and the Contractor will not be relieved on any responsibility for conformity to the Plan details. In the event of discrepancy between Plan details and bar schedules, the Plan details will govern.
The Department reserves the right to revise quantities of bar reinforcement steel to correct Plan errors and to reflect Plan changes. The Contractor shall furnish the Engineer copies of the fabricator's bar lists and calculated weights for use in comparison with the Plan quantity.
The burden of proof of errors of commission or omission in the Plan quantities will be the Contractor's. No requests for additional monies due to Plan errors will be considered unless they are accompanied by the aforementioned lists and weights. For projects involving multiple bridges or non-skewed concrete box culverts, each structure will be considered on an individual basis.

TABLE OF DEFORMED BAR DESIGNATION NUMBERS, UNITS WEIGHTS, AND NOMINAL DIMENSIONS

Nominal Dimensions

Bar Designation
No.

Unit Weight kg/m

Cross-

Diameter Sectional Perimeter

mm

Area, mm2

mm

#10M ......................

0.785

11.3

#15M ......................

1.570

16.0

#20M ......................

2.355

19.5

#25M ......................

3.925

25.2

#30M ......................

5.495

29.9

#35M ......................

7.850

35.7

#45M ......................

11.775

43.7

#55M ......................

19.625

56.4

100 200 300 500 700 1000 1500 2500

35.500 50.265 61.261 79.168 93.934 112.155 137.288 177.186

537

511.04

For all bridges and concrete box culverts the quantities shown on the Contract Plans, including Standard Plans, will be considered as the Base Pay Quantity, to which calculated additions or deductions will be applied when authorized quantity changes are made. These changes will include but will not be limited to the raising or lowering of foundations, lengthening or shortening of concrete box culverts, and the correction of Plan quantity errors and/or placement details.
Bar Reinforcement Steel in prestressed concrete bridge members will be considered as a component part of the members, and its cost shall be included in the Contract Price for such members.
When a handrail end post is a part of either the superstructure or substructure, its reinforcement steel will be considered as a part of the superstructure or substructure quantities, as the case may be.
When laps are permitted for the Contractor's convenience at splices not shown on the Plans, the extra reinforcement steel in such splices will not be measured for payment.

C. PER KILOGRAM BASIS:

1. BRIDGES AND CONCRETE BOX CULVERTS: The quantity of Bar Reinforcement Steel to be measured for payment will be the algebraic summation of the Base Pay Quantity and authorized quantity changes.

D. PER LUMP SUM BASIS: The quantity of Bar Reinforcing Steel shall conform to that required by the Plan details and will include reinforcement in concrete handrailings, in concrete parapets and barriers. When prestressed concrete deck panels are used and have been placed, payment in the amount of 35% of the Lump Sum Superstructure Reinforcement Steel price will be made. For Post Tensioned Box Girder Bridges, this percentage (35%) shall apply to the Reinforcement steel in the top slab of the box only. When authorized quantity changes are made the Lump Sum payment will be adjusted on a pro rata basis. If the calculated bar reinforcement weights furnished by the Contractor differ from the Base Pay Quantity by more than 2%, that quantity will be recalculated by the Bridge Office. If the recalculated quantity differs by more than 2% from the original quantity, the Plan quantity will be revised to equal the recalculated quantity or the Contractor's quantity, whichever is the lesser, and the Lump Sum payment will be adjusted on a pro rata basis. When the Contractor exercises an optional feature of the Plans which results in the only increase or decrease to the Base Pay Quantity, there will be no increase or decrease in payment. However, if the 2% variation is also under consideration, the effect of exercising such an optional feature will be considered in the manner which favors the Department.

Payment will be made under: Item No. 511. Bar Reinforcement Steel..
Item No. 511. Superstructure Reinforcement Steel-Bridge No._ _

per Kilogram per Lump Sum

538

512.04
SECTION 512-SHEAR CONNECTORS
512.01 DESCRIPTION: This Work shall consist of furnishing and welding Shear Connectors of the type and in the manner detailed on the Plans. It is a Pay Item only when it is specified as such in the Contract.
512.02 MATERIALS: All materials shall meet the requirements of the following Specifications.
A CHANNEL TYPE SHEAR CONNECTORS: Unless otherwise specified, Channel Type Shear Connectors shall be manufactured of structural steel meeting ASTM A 709M, Grade 250.
B. STUD SHEAR CONNECTORS: Shear Connector Studs shall be of the type, size or diameter, and length of stud as specified on the Plans. Stud Shear Connectors and welding thereof shall conform to Sub-Section 501.05, Welded Construction. Studs shall not be painted or galvanized.
512.03 FABRICATION: Shear Connectors shall be fabricated in accordance with these Specifications and with the details shown on the Plans.
The length of the stud type shown shall be the after-welded length. The channel type shall be cut to tolerances in length of plus 13 mm and minus6mm.
512.04 CONSTRUCTION: Shear Connectors may be welded to the beam of girder flanges either in the shop or at the site. In either case, all welding and construction shall be done in accordance with Sub-Section 501.05, the details shown on the Plans, and the following:
A EQUIPMENT: All equipment for welding, chipping and oxygen cutting shall be so designed, manufactured, and maintained as to enable qualified welders and welding operators to follow the procedures and attain the results prescribed in the Specifications.
B. PREPARATION OF SHEAR CONNECTORS AND BASE METAL: Before welding, the Shear Connectors and base metal shall be cleaned of rust, scale, oil, paint, and other harmful substances which would affect the welding operation and bonding to concrete. If the Connectors are excessively pitted or cannot be cleaned, they shall be rejected. When necessary to obtain satisfactory welds, the areas on the base metal to which the Shear Connectors are to be welded shall be wirebrushed, peened, prick-punched, or ground.
C. INSTALLATION: No welding of Shear Connectors shall be done when the temperature of the base metal is below -18C or when the surface is wet or exposed to rain or snow.
1. CHANNEL TYPE: Individual Connectors shall be located within a tolerance of 5 mm from Plan location and shall be at right angles to the beam flanges.
D. INSPECTION: All Shear Connector welds will be inspected and approved
539

512.05

by the Engineer before they are encased in concrete. The inspection will be made as follows:

1. CHANNEL TYPE: A visual inspection will be made to determine if the welds are sound, of the size shown on the Plans, and the proper profile. If any welds are found to be defective they shall be corrected at the Contractor's expense as specified in Sub-Section 512.04.E.

E. REPAIR OF SHEAR CONNECTORS AND BASE METALS: Repairs to defective welds, Shear Connectors, or base metal shall be made as follows:

1. CHANNEL TYPE: Undersize but otherwise sound welds shall be repaired by bringing the weld up to size with additional welding. Undercut caused by the welding process shall be repaired by filling with additional weld metal. Unsound welds shall be removed by chipping and replaced with sound welds. Where removal of unsound welds damages the base metal, it shall be repaired by welding and grinding before the Shear Connector is rewelded.

512.05 MEASUREMENT: When a Pay Item for Shear Connectors is specified in the Contract, the quantity to be measured for payment will be the kilograms of installed Shear Connectors accepted. The weight of weld metal flux, arc shield, etc., will not be included in the pay quantity, but their costs shall be included in the Contract Price for this Item. Pay quantities will be computed as follows:
A STUD TYPE: The weight will be computed from the nominal dimensions of a stud as shown on the Plans. Generally, there will be no Pay Item for Shear Connectors specified in the Contract. In this case, there will be no separate measurement, and the cost of furnishing and installing them shall be included in the Contract Price for Structural Steel.

B: CHANNEL TYPE: The weight will be computed for the length and nominal weight per meter shown on the Plans.

512.06 PAYMENT: When a Pay Item for Shear Connectors is specified in the Contract, this work will be paid for at the Contract Price per kilogram for Shear Connectors of the specified type complete in place.

Payment will be made under: Item No. 512. Stud Shear Connectors Item No. 512. Channel Shear Connectors

per Kilogram per Kilogram

SECTION 5I3-PRECAST REINFORCED CONCRETE BOX CULVERT BARREL SECTIONS & END SECTIONS
513.01 DESCRIPTION: This Work shall consist of construction, transporting, joining, and finishing precast box culvert installations, normally as alternates to cast in place box cl,llverts, in accordance with Plan details and these Specifications. Precast boxes are to be used only under fill heights shown as allowable on the Plan details or as approved. Design numbers for precast

540

513.03

barrel sections refer to Plan designations. Precast ends refer to precast wingwalls, precast parapets, apron sections and toewalls and baffles for outlets.

513.02 MATERIALS: Materials shall meet the requirements of the following:

Concrete (for Precast Boxes) All Other Concrete Reinforcing Steel Steel Bolts, Nuts, and Washers Anchor Bolts Bituminous Plastic Cement.. Preformed Plastic Gaskets Grout or Mortar Expanded Mortar Corrugated Steel Pipe (Sleeves) Corrugated Plastic Pipe (Sleeves) Backfill

843.01 500 853 852.01 852.02 848.05 848.06 834.03 506 AASHTO M 36M AASHTO M 252 207

513.03 FABRICATION:

A. GENERAL: Except as otherwise specified on the Plans or in the Specifications, precast box culvert barrel sections shall be manufactured according to AASHTO M 259M or ASTM C 789M and applicable parts of GDT 16. Reinforcement steel requirements, concrete strength, maximum fill heights and minimum cover shall be governed by the Standard or Plan details as designated by the design number for a specified size and fill height. Connector boxes, of the type required, shall be modified boxes for connections to precast ends or cast-in-place ends. Precast end components shall be in accordance with Plan details, notes and Section 500. All steel bolts, nuts, steel plates, and anchor bolts are to be galvanized and shall be furnished by the manufacturer of the precast ends. Precast wingwalls and aprons shall be constructed so that the corrugations of the pipe sleeve insets are locked into the concrete, with reinforcement steel maintained all around the pipe sleeve insets. All pipe sleeves shall be sufficiently rigid to withstand placement of concrete, anchoring, and construction loads without damage or excessive deformation.

B: TESTING AND INSPECTION: Methods of testing and inspection for precast boxes shall include applicable parts of GDT 16. Concrete compressive strength shall be determined from cylinder or core tests as required by the laboratory. The manufacturer of the precast boxes and precast ends shall file with the Engineer a certificate stating that all of the precast box sections and all of the precast end components manufactured in his plant for the use of the Department contain at least the minimum requirements of reinforcement steel specified herein. The certificate shall be sworn to for the manufacturer by a person having legal authority to bind the company. The manufacturer shall submit with the certificate a guarantee providing that

541

513.04
all precast box and/or all precast end components will be replaced without cost to the purchaser, if the reinforcement steel does not meet these Specifications and the guarantee shall be worded so as to remain in effect as long as the manufacturer continues to furnish precast box culvert barrel sections and precast end sections for use by the Department.
This will not limit the right of the Department to make inspections and checks of the materials in manufactured precast sections prior to and during the construction of the culvert line.
C. LIFTING: Handling devices or lifting holes, a maximum of four, not more than 50 mm in diameter nor more than 50 mm square may be cast in the top of each box, in each precast wing section and in each precast apron section. Lifting holes will not be permitted in the sides or bottom of the boxes. Lifting apron sections or wingwall sections by or through the pipe sleeve insets is prohibited. After precast sections are set in their final position, all spalled areas around the holes shall be repaired, the lift holes filled with mortar or concrete, and cured as directed.
D. FINISHING AND MARKING: Precast boxes and precast end components shall be given an ordinary formed surface finish, Type I in accordance with Sub-Section 500.13. Precast boxes and precast end components (except baffles) shall bear the following markings made either by indenting into the concrete or with waterproof paint.
1. Name or trademark of the manufacturer.
2. Date of manufacture.
3. Box sections (span, rise, maximum fill height, minimum cover, and concrete design. strength).
4. The top of each precast box shall be clearly indented by marking into either the inner or outer surface of the concrete during manufacture. In addition the word 'TOP" shall be lettered with waterproof paint on the inside top surface of each box by the manufacturer at the plant.
5. Each section shall bear the Department Inspector's approval stamp.
6. When so indicated on the Plans, the sections shall be numbered and match marked.
E. Alternate designs, alternate materials, or alternate methods of manufacturing will be allowed if details and/or Specifications for the alternates are submitted by the manufacturer and approved by the Department.
513.04 CONSTRUCTION
A GENERAL: Structures shall be installed in accordance with the Specifications and in reasonably close conformance with the details shown on the Plans or as directed by the Engineer. The Contractor shall provide necessary temporary drainage.
542

513.04
The Contractor may elect at no additional payment to use precast box sections with a greater span or greater height than that specified in the Plans, provided minimum cover required for the design number is retained and no detrimental effects results from usage of the larger size. Also, a substituted combination may be made for multiple line culverts provided the clear height and the total clear spans are at least equal to that specified.
B. PREPARATION: Excavation, bedding, and backfill shall be in accordance with Section 207 and Plan details. Bedding shall be placed between graded forms set at least 450 mm outside each outside wall of the boxes or from the edge of the precast apron sections. The bedding material shall then be shaped to fit the bottom of the precast sections before screeding off the graded forms. After placement of the precast sections on the graded bedding, the forms may be removed and reused. The surface of the bedding shall be graded essentially perfect with a maximum tolerance of 3 mm. Bedding shall be level in the plan which is perpendicular to the culvert centerline. The grade of the bedding surface shall be checked on both sides before installation of precast sections.
C. BARREL INSTALLATION Precast box culvert sections shall be laid in the prepared trench with socket ends pointing upstream. Installation shall be in accordance with manufacturer's recommendations. Sections shall be jointed with either bituminous plastic cement or preformed plastic gaskets. In bituminous plastic cement joints, the annular space shall be filled with joint material, and the inside of each joint in the barrel shall be wiped smooth. Box sections shall be pulled together with a come-a-Iong or mechanical puller to provide jointing satisfactory to the E;ngineer. Multiple line precast box culverts shall consist of culvert lines installed adjacently according to Plan details and shall be the corresponding alternate to cast-in-place multiple barrel box culverts. Filler material between the lines may be either grout (Sub-Section 843.03), or a concrete mix, or other material approved by the Engineer. Where multiple lines are skewed, the method of end treatment, including the positions of the Connector Boxes, the parapet alignment, the lengths of wingwalls needed for proper slope intercepts should be determined for the location before the installation of the barrel begins. Before any traffic or load is allowed on the box culvert, the Contractor shall provide depth and width of compacted backfill as shown in the Plans to protect the structure from damage or displacement. Any damage or displacement that may occur during or after installing and backfilling due to construction loads or erosion shall be repaired or corrected at the Contractor's expense.
D. ENDS FOR PRECAST BARRELS:
1. Precast parapets, precast wingwalls with 200 mm thick aprons (precast or cast-in-place) and toe walls are allowable where either single line or
543

513.05
multiple line precast barrels are normal to the roadway. Precast ends will be allowed with skewed single lines or skewed multiple lines at locations shown in the Plans or approved by the Engineer. Precast ends are not to be used with skewed culverts if the resulting installation would be incompatible with roadway geometries or cause other detrimental effects. Where precast ends are allowed on skews, the barrel length shall be extended so that the end of the precast wing on the acute side falls approximately at the same point that the end of the cast-inplace long wing would have fallen, with additional embankment warped to fit. Cast-in-place wingwalls, parapets, toewalls, and aprons, where required, are to be used at the ends of precast box culvert barrels (either skewed or normal) where precast ends are not used.
Precast parapets may be bolted to Connector Box Type P at the manufacturer's plant or at the construction site. All precast components shall be checked for fit and connections by the manufacturer before being transported to the project.
For all precast wingwalls 200 mm thick reinforced concrete aprons for anchor connections are required. Aprons may be precast or cast-inplace and may be multi-piece or monolithic. If the apron is precast, sections shall be carefully placed to grade upon screeded bedding described above with forms holding bedding for toewalls according to Plan details and as directed by the Engineer. Joints between apron sections shall be made water tight. If a cast-in-place apron is used with precast wingwalls, concrete shall be set up before installing the wingwalls. Wingwalls to apron anchor connections shall be according to Plan details. Fill for sleeve insets shall be either expanded mortar, Section 506, or an approved special non-shrinking mortar used immediately after mixing. Anchors shall not be subjected to load until mortar sets up.
2. Cast-in-place wingwalls, parapets, and toewalls at precast barrel (skewed or normal) ends shall be of the same design as required for use with cast-in-place box culvert barrels. Multiple precast lines will usually necessitate minimal increases in standard parapet and toewall widths to accommodate the double inside walls. Connector Boxes Type C shall be used between the Standard precast boxes and the cast-in-place construction. Where needed for skewed alignment or other conditions, a fraction of the barrel may also be cast-in-place between the connector box and the parapet. Cast-in-place wingwalls will require aprons only where specified.
513.05 MEASUREMENT AND PAYMENT: Unless otherwise specified, alternate plans for both precast and cast-in-place box culverts are included in the Contract, with Plan quantities and payment based upon the cast-in-place alternate. When precast box culvert barrels are used, the required linear meter of culvert will be converted for payment into cubic meters of Class "N' Concrete and kilograms of reinforcement steel as determined by Standard or Special Design computation tables for cast-in-place box culverts. Wingwalls, parapets,
544

514.03
toewalls and apron may be either precast or cast-in-place. Plan quantities, and payment for these items will be based upon cast-in-place design quantities, regardless of which alternate is selected for construction. Multiple line precast box culverts shall be paid for as a multiple barrel cast-in-place box culvert of the specified size.
No additional payment shall be made where barrel lengths, apron areas, backfilling or other items have to be increased due to using precast instead of the cast-in-place alternate. No payment will be made for connecting hardware, mortar, joint materials, or for filler material used between multiple precast culvert lines. Foundation backfill material Type II, when required, will be measured and paid for in accordance with applicable provisions of Section 207.
SECTION 514-EPOXY COATED 'STEEL REINFORCEMENT
514.01 DESCRIPTION: This specification covers requirements for epoxy coated deformed steel bars which are to be used for reinforcement of concrete bridge decks, and other items pertinent to installation of the coated bars during construction of the decks. Mill Orders and Shipping Statements will be required as specified in Sub-Section 511.02.A.
514.02 MATERIALS: The Office of Materials and Research shall be notified by the Contractor at least two weeks in advance ofthe dates when blast cleaning and application of the epoxy coating are to be performed, so that arrangements for inspection can be made. The Contractor has the option of selecting an epoxy coating material from the alphabetical listing of acceptable, powdered epoxy resins and their manufacturer on the Departments Qualified Products List.
A. UNCOATED BARS: The deformed steel bars shall conform to the applicable requirements of Sub-Section 853.01 of the Standard Specifications. In addition, all surfaces of the steel bars shall be blast cleaned to a near-white surface finish in accordance with the Steel Structures Painting Council Surface Preparation Specification, SSPCSP10, for the Near-White Blast Cleaning immediately before application of the coating, the blast cleaned surface shall correspond with either pictorial standard A Sa 21/2, B Sa 2112 or C Sa 2112 of SSPC Vis 1, and the surfaces shall be free of all dust and grit.
B. EPOXY COATING MATERIALS FOR STEEL REINFORCING BARS: The epoxy coating material shall be an organic powdered epoxy resin that is applied by electrostatic methods and shall meet the requirements of AASHTO M 284M.
514.03 SAMPLING AND TESTING: The Office of Materials and Research shall be able to sample and test any or all materials at any time.
The Office of Materials and Research will perform inspection of the application and the finished coating at the applicators plant, in accordance with the provisions of Sub-Section 106.03. However, the Contractor may request, in writing, that the Department accept the coating on the basis of a
545

514.04
certificate of compliance. In the event the Contractors request is approved by the Department, the following conditions shall be met:
(a) The coating applicator shall have a quality assurance program approved by the Department.
(b) The Contractor shall furnish a Certificate of Compliance from the coating applicator with each shipment of coated bars. The Certificate of Compliance shall (1) verify that the coated bars and coating material have been tested in accordance with the requirements of this Specification; (2) state the actual test results for each requirement; and (3) state that the test results comply with the requirements.
(c) The Department inspector will have free access to the plant of the coating applicator and shall be permitted, at his option, to have any or all of the work specified above performed in his presence. The inspector shall be furnished with check samples of the coated bars on a random basis as he deems necessary for testing by the Office of Materials and Research.
The coating applicator shall furnish at the time of shipping, written certification attached to a completed D.O.T. 166-A form certifying that the coated reinforcing bars meet the requirements of this specification.
514.04 METALLIC ACCESSORIES: All tie wires, clips, chair and bar supports, and other metallic materials used for the installation of the epoxy coated reinforcing bars shall be either (1) coated with the same powdered epoxy resin with a minimum thickness of 0.15 mm, (2) coated with a plastic material approved by the Office of Materials and Research.
514.05 HANDLING OF COATED BARS: All systems for handling coated bars shall have padded contact areas for the bars whenever possible. All bundling bands shall be padded and all bundles shall be lifted with a strong back, multiple supports, or a platform bridge so as to prevent bar-to-bar abrasion from sags in the bar bundle. Special attention will be given to loading and unloading procedures and equipment so that damage to the coating will not occur. Bars shall not be dropped or dragged.
All cleaning and repair methods and materials are subject to the approval of the Engineer. The ends of the coated bars cut during fabrication shall also be coated with the epoxy used for repairs. The repair of damaged areas and the coating of the ends of cut bars shall be done within 12 hours and before any visible rusting appears. The epoxy for the fabrication shop repair work shall also be suitable for use in the field by the Contractor installing the coated bars in the bridge deck.
514.06 CONSTRUCTION METHODS: The epoxy coated steel bars shall be carefully unloaded and stored on the project site prior to use in a manner to avoid damage or contamination. The bars shall be installed in the bridge deck in accordance with applicable requirements of Section 511, except as herein provided and as the Engineer on the project may deem necessary in order to protect and preserve the epoxy coating.
During and after the installation of the bars into their proper location in the deck, the Contractor shall repair all significant cuts, nicks, and abraded
546

515.02

places in the coating on the bars with the epoxy repair material supplied by the manufacturer of the powdered epoxy resin. Any damaged metallic accessories shall also be repaired with a suitable material.
Every reasonable effort shall be made to repair all damaged areas of the reinforcing steel and accessories before any rusting occurs. Ifinfrequent and small damaged areas do rust, the rust shall be thoroughly removed by sand blasting or other approved methods before the areas are repaired. The Contractor shall exercise care to ensure that the coated bars, when incorporated into the work are reasonably free from dirt, paint, oil, grease, or other foreign substance, and when deemed necessary, the bars shall be cleaned to the satisfaction of the Engineer. It is the intent of this Specification that an entirely rust free and completely coated steel reinforcement system be provided before the concrete is placed in the deck, so that subsequent rusting will be hindered or prevented. The placing of the concrete in the deck shall be performed with methods and equipment which will not damage the coated materials.
Since the epoxy coating is flammable, the coated bars shall not be exposed to any fire or flame. CUTTING COATED BARS BY BURNING WILL NOT BE PERMITI'ED.
Any additional splices requested by the Contractor to accommodate lengths suitable for coating equipment will be subject to approval by the Engineer and shall be at the Contractor's expense.

514.07 METHOD OF MEASUREMENT: The accepted epoxy coated steel reinforcing bars will be measured in accordance with Sub-Section 511.04. No addition to or deduction from the theoretical weight per meter of the uncoated bars will be made because of additional requirements in this Specification for blast cleaning and epoxy coating of the bars.

514.08 BASIS OF PAYMENT: The accepted epoxy coated steel reinforcing bars will be paid for in accordance with Sub-Section 511.04, and all additional expense that must be incurred by the Contractor or suppliers as a result of the requirements in this Specification will be considered incidental to and included in the Contract Price per kilogram or per lump sum.

Payment will be made under:

Item No. 514. Epoxy Coated Bar Reinforcement Steel.............per Kilogram

Item No. 514. Epoxy Coated Superstructure Reinforcement

Steel, Bridge No._ _

per Lump Sum

SECTION 515-HANDRAIL-FERROUS METAL AND PIPE
515.01 DESCRIPTION: This work shall consist of placing handrail and posts offerrous metal pipe including anchorages, preparation of bearing areas, and painting or galvanizing, whichever is required by the Plans.
515.02 MATERIALS: All materials shall meet the requirements of the following Specifications.

547

515.03
Structural Steel Malleable Iron Castings Steel Castings Steel Pipe Steel Bolts, Nuts, and Washers Paints Plain Steel Bars-Threaded ends

851 854.04 854.05 847.02 852.01 870.00 852.02

515.03 FABRICATION: Handrail shall be fabricated from plates, shapes, bars, pipe, castings, or from combinations of these materials in accordance with the details shown on the Plans. Handrail for stairways on grades may require adjustable malleable iron fittings, or may be welded if welding is specified. Fabrication shall be done such that, when bridge handrail which is not to be supported on a concrete parapet is erected, posts will be plumb. Rails shall be parallel to grade. All fabrications shall also be in accordance with the applicable portions of Section 501.
A WELDING: All welding shall meet the requirements of Sub-Section 501.05. All welds, except fillet welds, shall be ground smooth.
B. Galvanizing: Where galvanizing is specified, all material except hardware shall be galvanized in accordance with the requirements of ASTM A 123. Hardware shall be galvanized in accordance with the requirements of ASTM A 153. All cutting, welding, and fabrication of the rails, posts, bolts, set screws, and other components shall be completed before galvanizing.
C. SHOP PAINTING: Metal or pipe handrail, post, and their component parts, if not to be galvanized, shall be painted with the type of shop paint required by the Plans. All painting shall be done in accordance with Section 535.
515.04 CONSTRUCTION: Handrail shall be constructed in accordance with the details shown on the Plans and the following Specifications. Construction shall be in accordance with the applicable portions of Section 501.
A ANCHOR BOLTS: Anchor bolts shall be set in accordance with the details shown on the Plans. Attention shall be paid to their spacing and projection. Positive means of ensuring the correct spacing and projection shall be used. Projections shown on the Plans are given for flat grades and assume no use of shims. On other grades or where shims are needed, the projection shown on the Plans shall be modified so that after all shims, posts, and washers have been placed, the anchor bolt nut can be completely screwed onto the anchor bolt. If the projection is too short, the bolt shall be lengthened or replaced at the Contractor's expense as directed.
B. PREPARATION OF BEARING AREAS: Bearing areas for posts shall be true to grade, and the concrete finish shall be the Type IV-Floated Surface finish specified in Section 500. Before the posts are placed, all concrete protrusions shall be removed and depressions filled so that full contact between posts or shims and concrete shall be obtained.
C. ERECTION: Where bridge rail is to be supported on a concrete parapet,

548

516.02

handrail posts shall be normal to grade. Other handrail posts and pipe standards shall be set plumb. All rails shall be parallel to grade. If necessary, shims may be used under the bases of posts and under floor flanges to achieve plumb posts. Set screws required by the Plans shall be tightened as detailed. Anchor bolt nuts shall be tightened to a snug fit with full bearing on the base of the post. When completely bolted into place, posts and rails shall be true to line and grade. Rails and posts shall be handled so as to minimize damage to either shop paint or galvanizing.

D. FIELD PAINTING: Metal or pipe handrail posts, and their component parts, if not galvanized, shall be painted with the type and number of coats required by the Plans. All painting shall be done in accordance with Section 535.

E. REPAIR OF GALVANIZED COATING: Damaged galvanized coatings shall be repaired at the Contractor's expense in accordance with Section 645.

515.05 MEASUREMENT: This work will be measured for payment in linear meters of accepted handrail, measured along the top rail from out to out of ends of metal rail or from out to out metal end posts, whichever is the greater. No deductions will be made for openings at deck expansion joints or at light standards.

515.06 PAYMENT: This work will be paid for at the Contract Price per linear meter for metal or pipe handrail complete in place.

Payment will be made under:

Item No. 515. Ferrous Metal Handrail, ~
Item No. 515 Galvanized Steel Pipe Handrail: mm, ~
Item No. 515. Black Steel Pipe Handrail mm, ~

per Linear Meter per Linear Meter per Linear Meter

SECTION 5IB-ALUMINUM HANDRAIL

516.01 DESCRIPTION: This work shall consist of placing handrail and posts of cast, rolled, or extruded aluminum or of combinations of these. It also includes anchorages and the preparation of bearing areas.

516.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Aluminum Alloy Sheet and Plate Aluminum Alloy Bars, Rods, Shapes and Wire Aluminum Alloy Bolts, Nuts and Set Screws Aluminum Alloy Washers Aluminum Alloy Rivets Aluminum Alloy Shims

850.01 850.02 850.03 850.04 850.05 850.06

549

516.03

Cast Aluminum Alloy Railing Post Aluminum Alloy Sand Mold Castings Aluminum Alloy Extruded Tubing Aluminum Alloy Pipe Aluminum Impregnated Caulking Compound Neoprene Pads Steel Bolts, Nuts, and Washers Plain Steel Bars-Threaded Ends Galvanizing

854.02 854.03 850.07 850.08 870.06 885.01 852.01 852.02 852.01

516.03 FABRICATION: Handrail shall be fabricated from plates, shapes, bars, pipe, castings, or from combination of these materials in accordance with the details shown on the Plans, Fabrication shall be done such that, when bridge handrail which is not to be supported on a concrete parapet is erected, posts will be plumb. Rails shall be parallel to grade.
All cast posts for anyone structure shall be produced by the same manufacturer.

516.04 CONSTRUCTION: Handrail shall be constructed and erected in accordance with these Specifications and the details shown on the Plans.
A ANCHOR BOLTS: Anchor bolts shall be set in accordance with the details shown on the Plans. Attention shall be paid to their spacing and projection. Positive means of ensuring and correct spacing and projection shall be used. Projections shown on the Plans are given for flat grades and assume no use of shims. On other grades or where shims are needed, the projection shown on the Plans shall be modified so that after all shims, pads, posts, and washers have been placed, the anchor bolt nut can be screwed completely onto the anchor bolt. If the projection is too short, the bolt shall be lengthened or replaced at the Contractor's expense as directed.
B. PREPARATION OF BEARING AREAS: Bearing areas for posts shall be true to grade, and the concrete finish shall be the Type IV-Floated Surface Finish specified in Section 500. Before the posts are placed, all concrete protrusions shall be moved and all depressions filled so that full contact between posts or shims or pads and concrete shall be obtained.

C. CONTACT WITH OTHER MATERIALS: Where aluminum alloys come into contact with other materials, the contact surfaces shall be protected in the manner detailed on the Plans or as follows:

1. CONTACT WITH OTHER METALS OR WOOD: The contact surfaces shall be separated by a neoprene pad. Aluminum alloys shall not be placed in direct contact with copper, copper base alloys, lead, nickel, iron, steel or wood.

2. CONTACT WITH CONCRETE, STONE OR MASONRY: The use of neoprene pads will be required to separate the contact surfaces.

D. ERECTION: Where bridge rail is to be supported on a concrete parapet, handrail posts shall be normal to grade. Other handrail posts shall be set

550

520.02

plumb. All rails shall be parallel to grade. If necessary, aluminum alloy shims may be used under the bases of posts to achieve plumb posts. Anchor bolt nuts shall be tightened to a snug fit with full bearing on the base of the post. When completely bolted into place, posts and rails shall be true to line and grade. The finish on rails or posts damaged in handling shall be repaired to the satisfaction of the Engineer or replaced, both at the Contractor's expense.

516.05 MEASUREMENT: This work will be measured for payment in linear meter of accepted handrail, measured along the top rail from out to out of ends of aluminum rail or from out to out of aluminum end posts, whichever is the greater. No deductions will be made for openings at deck expansion joints or at light standards.

516.06 PAYMENT: This work will be paid for at the Contract Price per linear meter for Aluminum Handrail, complete in place.

Payment will be made under: Item No. 516. Aluminum Handrail, f[ywll

per Linear Meter

SECTION 5I7-PROTECTIVE CONCRETE COLLAR FOR EXISTING COLUMNS

SECTION 5IS-RAISING EXISTING BRIDGE

SECTION 5I9-CONCRETE BRIDGE DECK OVERLAY
The Specifications for the Work covered under these Sections will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 52o-PILING

520.01 DESCRIPTION: This work shall consist of placing completed piling in structures and includes all incidentals and additional work in conjunction therewith, except for Prestressed Concrete Cylinder Piling covered under Section 521, and piling for ground-mounted roadside signs covered under Section 636. Although square prestressed concrete piles are a Pay Item under this Section, they shall be manufactured, finished, cured, marked, handled and stored at the plant, and shipped from the plant in accordance with Section 865.

520.02 MATERIALS: All materials shan meet the requirements of the following Specifications:

Preservative Treatment ofTimber Products Timber Piles Prestressed Concrete Piles Welded and Seamless Steel Piles

863 861.01 865 855.01

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520.03

Fluted Steel Shell Piles Steel H-Piles Steel Bolts, Nuts and Washers Aluminum Alloy Sheet and Plate

855.02 855.03 852.01 850.01

Cast Steel H-Pile Points shall be made of cast steel conforming to ASTM A 27M Grade 450/240. The manufacturer's name or identification mark, pattern number and heat number shall be cast or stamped on all castings. A report, including results of tests, certifying compliance with the above specification will be furnished with each shipment of Cast Steel H-Pile Points. Points shall give the maximum protection to the outer corners of the H-Pile and have a wide surface area to support the pile flanges. Cast steel pile points will be evaluated by the Geotechnical Bureau of the Office of Materials and Research and only H-Pile points shown on the Department's Qualified Products List maybe used.

520.03 EQUIPMENT AND DRIVING: The requirements herein are minimum, and strict compliance with them will not relieve the Contractor of the responsibility for adopting whatever additional provisions may be necessary to ensure the successful completion of The Work.

A. Protection of Pile Heads: A structural steel driving head suitable for the type and size of pile being driven shall be used. It shall adequately hold the pile in the proper positioning for driving, and it shall be constructed to prevent undue damage to the pile and to transmit the hammer energy along the axis of the pile. Suitable cushions or shock blocks shall be used above the driving head as necessary to prevent damage to the pile. The driving head shall fit loosely enough around the pile head to enable the pile to rotate slightly without binding within the driving head. Cushion blocks shall be changed as necessary to prevent damage to the pile, and periodic inspection of the cushions shall be made for this purpose. For prestressed concrete piling through the 600 mm size, a suitable cushion block shall also be provided for the top of the pile. It shall be made of a material which will not compress to such an extent that the cushioning effect is lost. For prestressed concrete piling, 750 mm and 900 mm square, an approved solid hardwood cushion block having a minimum thickness of 150 mm or equivalent shall be used in the base of the hammer to cushion the blow of the hammer ram on the pile or follower. When the use of a follower is permitted or required, an approved square-shaped laminated cushion block having a minimum thickness of 150 mm, and made of 25 mm hardwood boards (preferably green) of uniform thicknesses and cut to fit the pile head shall be used between the follower and the top of the pile. A follower, within the scope of these Specifications, is defined in Sub-Section 520.03.B.3.

B. DRIVING EQUIPMENT:
1. HAMMERS: Except for the timber type, all piling generally shall be driven with power hammers of approved make and model (steam or diesel), single-acting (or open end diesel), or double-acting (or enclosed

552

520.03
ram diesel). Gravity (drop) hammers may be used to drive timber piling, and within certain limiting conditions noted below, they may be used to drive steel H-piling and metal shell piling. Either steam or compressed air may be used as the operating medium for steam hammers, which shall be furnished with boiler or air compressor capacity and hose sizes at least equal to that specified by the manufacturers of the hammers to be used. The boiler or compressor shall be equipped with an accurate pressure gauge at all times. Open end diesel hammers shall have acceptable means of determining the length of ram stroke above the top of the hammer. Diesel hammers which have an enclosed ram shall be equipped with a gauge and charts which will evaluate the equivalent energy being produced under any driving condition. Power hammers shall be maintained in such condition that the length of stroke and number of blows per minute for which the hammer is designed will be obtained. Driving resistance values computed when these requirements are not met will be considered invalid, and driving operations shall cease until corrective measures are taken. When a gravity hammer is used, the height of drop shall be regulated to prevent injury to the pile and in no case shall exceed 3 m for timber piling and 3.7 m for steel piling. The weight of the hammer to be used shall be suitably marked thereon to the nearest 25 kg. Upon request, the Contractor shall furnish a certified scale weight of the hammer to be used. At any structure, all piling of a given type, including test piles, shall be driven with the same type and size hammer. Vibratory or other pile driving methods may be used only when permitted by Special Provisions. Regardless of the minimum requirements for hammers hereinafter specified or other permissive aspects of these Specifications, the Plan Driving Objective defined in Sub-Section 520.03.C.1 for piling will govern in the selection of the hammer, except as otherwise provided in the tabulation of this Sub-Section for prestressed concrete piling. Hammer cushions shall be of a man-made material only such as micarta or aluminum. Materials such as plywood, hardwood, wire rope and asbestos will not be allowed. When hammer cushions are reduced to half the original thickness the cushions shall be replaced. Diesel hammers which have an enclosed ram shall be equipped with "bounce chamber" gauge and charts.
a. HAMMERS FOR TIMBER PILING: When a gravity hammer is used for driving piling, it shall weigh at least 900 kg and not more than 1500 kg. However, the hammer shall have sufficient weight such that the Plan Driving Objective can be obtained when using a maximum fall of 3 m. When a power hammer is used for driving timber piling, it shall have a maximum energy rating of 30 400 N . m.
b. HAMMERS FOR STEEL PILING: Steel H-piling and metal shell piling generally shall be driven with a power hammer which shall develop an energy per blow of at least 12 200 N . m of driven weight but not less than 1.4 N . m for each kilogram.
553

520.03
(1) SUBSTITUTION OF GRAVITY HAMMERS: A gravity hammer may be used in lieu of a power hammer when the quantity of a given type of piling shown on the Bridge Plans Summary of Quantities is no greater than 245 meters including lengths of test piles, if any, for that pile type for an individual bridge. When a gravity hammer is used within the scope of the linear meter condition, it shall have sufficient weight to produce the Plan Driving Objective when using a maximum fall of 3.7 meter. The maximum hammer weight shall be 2300 kg.
c. HAMMERS FOR PRESTRESSED CONCRETE PILING: Only power hammers shall be used, and except as specified below, they shall develop an energy per blow of at least 1.4 N . m for each kilogram of pile weight, but not less than 20 300 N . m. Driving conditions may necessitate the use of hammers developing more energy than the required minimum, but, for the purpose of ascertaining the required Driving Resistance, the Department will not require the Contractor to furnish hammers having more than the following minimum manufacturer's energy rating, regardless of pile length, unless otherwise specified on the Plans or in the Special Provisions:

Pile Size (mm)
350
400
450
500 600
750 900

Weight kg/m 304 397 503 621
717 1055 1374

Minimum Energy Rating
Nm 30400
30400 30400 30400 30400 54000 67800

Prestressed concrete piling shall not be subjected to excessive tensile stresses due to the combination of a particular hammer with the given soil conditions, such as may occur when driving a long pile (one which is over 15 m) through soft material which offers little or no soil resistance at the point of the pile or when hard driving resistance is encountered at the point of a long pile. When such damage occurs, the Contractor shall make such changes as necessary to provide undamaged piling in place. If such damage occurs, the Engineer may require:

(1) Reduced energy delivered to the piling. This may be reduced stroke, change in cushioning, or a lighter ram.

(2) Equivalent energy but with a heavier or lighter ram with a different stroke.

(3) Smaller hammer for the easier initial driving.

(4) Pilot holes or jetting or spudding equipment. When these driving aids are required or permitted, see Sub-Sections 520.03.C.4. and 5.

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520.03
2. LEADS: Pile driving rigs shall be equipped with leads constructed in a manner to afford freedom of movement of the hammer and to provide adequate support to the pile during driving. The vertical axis of the leads and hammer shall coincide with the vertical axis of the pile. The leads shall be of sufficient length and rigidity that the pile will be held in accurate alignment while being driven. However, the driving rig shall have the capability of making minor adjustments in the position of the leads to compensate for minor changes in direction while driving. When the pile is otherwise supported by the material being penetrated or by approved templates, hammer leads only will be allowed. In deep water locations, driving may require the use of special platform-type templates to ensure required stability and positioning of piling. Such templates shall have sufficient area to accommodate all persons necessary to perform and to inspect the work. In other locations the Engineer may require templates to ensure the required stability and positioning of the piling. The Contractor shall submit a plan for such templates for approval in advance of driving piling.
3. FOLLOWERS: Inserts of similar type piling placed between the hammer and a pile in order to keep the hammer above water or other level will not be allowed. Within the scope of these Specifications, a follower is the device which is a normal part of the driving mechanism used in driving larger size prestressed concrete piling. It shall be located between the pile head and the hammer driving base for the purpose of uniformly distributing the driving energy across the concrete area of voided-type piling. Such a device will be required when driving the 900 mm size, and its use will be permitted when driving the 750 mm size.
4. SPUDS: Tips of spuds used in conjunction with pile driving may be round or square and shall be at least as large as the pile to be driven at the location of the spudding. The spud tip dimension shall be no more than approximately 50 mm larger than the diameter or diagonal dimension of the pile if the spud tip is round or lateral dimension or diameter of the pile if the spud tip is square. The weight shall be substantial and sufficient to penetrate either through or into strata or a stratum of firm or hard material, in order to reach the necessary depth. The alignment for battered spudding shall be controlled by adequate templates. Unless otherwise permitted, templates will also be required to control vertical spudding. The distance from the top of the spud shall be clearly marked at 0.5 m intervals along the length of the stem.
C. GENERAL DRIVING:
1. PLAN DRIVING OBJECTIVE (PDO): The PDO will consist of a statement on the Plans specifying the minimum requirements to be met or attained during pile driving. The PDO may require, among other things, a Driving Resistance (kilonewtons by formula), a Minimum Tip Elevation, or a combination of those objectives. A Minimum Tip Elevation refers to an elevation above which the
555

520.03
pile tip is not intended to be stopped. When composite prestressed concrete piling are used, this term will refer to the protruded tip of the
will Steel H-pile section, insofar as construction procedures are concerned. The Engineer be solely responsible for determining the satisfactory attainment of the PDO. When the PDO involves only a driving resistance requirement, the Engineer will determine the depth to which piling are to be driven. All piling shall be driven to the PD~ shown on the Plans, or as directed in the absence of Plan PDO, or to a modified PD~ in the event the Engineer determines that the results of driving and loading tests necessitate it. The Department reserves the right to so modify the PDO.
Generally, test pile lengths will be longer than those anticipated to remain in the completed structure, and regardless of the PDO, shall generally. be. driven to their full length where practical for exploratory purposes. When the Design Load of a pile is shown on the Plans in addition to a PDO, it will be considered as shown only for information purposes in the event a loading test is required.
2. REMOVAL OF OBSTACLES: Unless otherwise permitted, portions of obstacles which interfere with attaining the PD~ shall be removed or cut out. When the obstacle consists of the structure being replaced, and when the Contractor has been previously paid for the removal of the structure, such removal or cutting shall be at the Contractor's expense. When the obstacle consists of any other object below original ground and its removal or cutting is considered necessary, the removal or cutting will be measured as Extra Work if such removal or cutting is not covered by any other Pay Item. However, cutting by the use of spudding will not be measured for payment.
3. EMBANKMENT AT BRIDGE ENDS: Unless otherwise shown on the Plans, the embankment at bridge ends shall be made full depth to the subgrade template except for the stage construction providing a bench for the end bent, and thoroughly compacted as provided in the governing Specifications prior to the driving of piling at bridge ends. When a waiting period is required by the Plans or by Special Provision, construction of all or portions of the bridge will be delayed as shown on the Plans, or as required by the Special Provision. The minimum acceptable length of completed full-depth embankment shall be as specified in Sub-Section 101.11.
4. PILOT HOLES: When their use is required, pilot holes shall be drilled to the diameter and approximate depth specified. Spudding (punching) will not be considered as the making of a pilot hole nor will holes dug either for the purpose of driving piling which are too long to fit leads or for use in lieu of a template (jf permitted) be considered as pilot holes. Where pilot holes are required in granular material, and the material cannot be sealed offby ordinary "mudding" drilling methods, a casing pipe of sufficient diameter shall be placed around the boring device. The casing shall be held in position until the pilot hole is completed and the driving of the pile has progressed to a sufficient depth into the hard material to prevent loose
556

520.03
material from falling into the pilot hole. Such casing will be considered as incidental to The Work. Where voids result all holes shall be backfilled with sand or other suitable granular material as an incidental part of The Work. In all cases, piling after being placed in pilot holes shall be driven sufficiently to fix the point firmly and to attain the PDQ. When a prestressed concrete pile is being driven, the Contractor shall ensure that the pile point is well seated with reasonable soil resistance at the point before full driving energy is used.
5. JETTING AND SPUDDING: Jetting shall be done only when directed or permitted. It may be required with the use of any type hammer, and for any type piling, including test, and at any site. Ifjetting is required, all pile driving for which this operation may be necessary will be suspended until the jetting operation can be accomplished as directed. The jetting may be done ahead of the actual pile driving, or simultaneously with the driving, as determined by the Engineer from the results of trials. When jetting, the Contractor shall provide for the control and disposal of water and solids which are run-off from the jetting operation. In particular, parallel drainage to all railroad tracks shall be maintained at all times. The use of jets will not be allowed at locations where the Engineer determines the stability of embankments or other improvements may be endangered by their use. Sufficient pumping capacity shall be provided to produce a volume and pressure, using a minimum of two jets, which will freely erode the material next to the pile and for a distance of 150 mm below the tip. The actual jetting operation may be done with the use of one or two jets as determined by the Contractor, and approved by the Engineer from the results of trial jetting operations. Simultaneous driving and jetting of a prestressed concrete pile will not be allowed unless there is reasonable soil resistance at the point of the pile. If the simultaneous use of jets and hammers is required or permitted, the jets shall be withdrawn before the PDQ is attained, and driving shall be continued sufficiently to fix the point of the pile firmly and to attain the PDQ. After jetting has been completed in an area, the driving resistance of any questionable pile shall be rechecked. When permitted, jetting may be used to properly position a pile, and additional driving may be required under these circumstances in order to determine the final driving resistance. Should this result in requiring additional length, all additional expense involved will be considered as incidental to The Work. If spudding is required by the Plans, or is considered necessary by the Engineer, it will be required to facilitate driving. The Engineer may require advance jetting exploration prior to deciding whether or not spudding is necessary to penetrate firm or hard material. Jetting or spudding operations shall not be extended lower than 900 mm above the estimated final elevation of the pile tip, or lower than 900 mm above a specified Minimum Tip Elevation, unless otherwise permitted in order to obtain minimum penetration. When jetting or spudding operations are used in conjunction with driving a prestressed concrete pile, the Contractor shall ensure that the pile point is well seated with reasonable soil resistance at the point before full driving energy is used. Jetting, and unless otherwise noted in the Contract, spudding will be
557

520.03
considered as incidental to The Work.
6. TOLERANCE FOR DRIVING: Piling shall be driven to reasonably close conformity with the position and line shown on the Plans. Deviation in excess of 75 mm from either shall be corrected as directed. Pile heave resulting from driving nearby piling shall not exceed 5 mm without retapping.
7. DEFECTIVE PILES: During driving, piling shall not be subjected to excessive or undue abuse, producing crushing, spalling or cracking of concrete; injurious splitting, splintering, and brooming of wood; breaking of piling; collapse of shells; or excessive deformation of steel. Excessive manipulation of piling to force them into proper position will not be allowed. Any pile which fails to meet material certification, any pile damaged by reason of internal defects or by improper driving, or driven excessively out of its proper location, or incorrectly driven below the elevation fixed by the Plans or by the Engineer, and all steel piling excessively crimped in driving shall be corrected at the Contractor's expense by one or more of the following methods approved for the pile in question:
a. Extract the pile and replace it with a new pile.
b. Drive a second pile adjacent to the defective pile.
c. Cut off the pile to obtain a fresh heading, splice, and extend as provided under the governing Specifications. Timber piles shall not be spliced without the Engineer's permission.
d. Extend the footing or cap concrete to embed the pile properly, and make required changes to the bar reinforcement steel.
e. Delay the work pending a design analysis. Corrections specified by the Engineer shall be made. The delay will be considered as incidental to The Work.
A pile driven excessively out of position or below cut-off elevation through no fault of the Contractor shall be corrected by the method designated at the Department's expense. Cracks which develop in a prestressed concrete pile and which do not warrant classifying the pile as defective shall be sealed with an approved epoxy crack sealer placed, as directed, at the Contractor's expense.
8. WELDING: All welding of steel piling splices and swaybracing attachments shall be in accordance with the governing requirements and the governing Specifications and shall be done only in the Engineer's presence and by a Welder having current Department certification for the type of welds involved.
9. EXCAVATION AND REDRIVING: Foundation and end bent piling shall not be driven until excavation is approximately complete. A test pile driven to the side and which will not become a part of the structure shall have its penetration begin at approximately the same ground
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520.03

elevation as if driven within the structure. All piling raised or moved during the process of driving adjacent piling shall be driven again.

D. BEARING CAPACITY: The bearing capacity of all piling will be determined either by evaluation of driving resistance or by loading tests or by a combination of these means. The driving resistance will always be determined for all piling driven, regardless of the PDO requirements.

1. DRIVING RESISTANCE: The driving resistance of all piling will be determined by using the appropriate formula for the type of hammer
used.

Formula (1): DR:

O,167WH S+17.8

To be used when driving with a gravity hammer.

Formula (2): DR: Formula (3): DR:

0.167WH S+5.08
0,15 E S+5.08

To be used when driving with a single acting steam (or air) hammer or an open end diesel hammer.
To be used when driving with a double acting, enclosed ram diesel hammer.

Formula (4): DR:

0.166 CW+Ap)H S+5.08

To be used when driving with a double acting steam (or air) hammer.

NOTE: Manufacturer's bearing chart may not be used unless it agrees with the applicable above formula.
= DR driving resistance in kilonewtons.
W = weight of striking part ofhammer in newtons.
= H height offall in meters for gravity, steam, and air hammers, 3 m
maximum for timber piling when using (1) and 3.7 m maximum for steel H or metal shell piling when using (1), and:
= observed average height offall in meters recorded during the period
when the average penetration in millimeters per blow is determined for open end diesel hammers. When rating open end diesel hammers to determine compliance with energy requirements, the height offall will be 2.4 m.
= E average equivalent energy in newton-meters as determined by a
gauge attached to the hammer and recorded during the period when the average penetration in millimeters per blow is determined for enclosed ram diesel hammers.
= A area of piston in square meters for double-acting steam or air
hammers.
= p pressure at the hammer in pascals for double-acting steam or air
hammers.

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520.03
S = average penetration in millimeters per blow for the last 5 to 10
blows for a gravity hammer and the last 10 to 20 blows for a power hammer.
The above formulas are applicable only when: The hammer has a free fall. The head of the pile is not broomed, crushed, spalled, or excessively crimped. The penetration is at a reasonably uniform rate. Generally, a pile shall be driven in one continuous operation and the
driving resistance determined without delays. However, in soft material, the driving resistance may, at the discretion of the Engineer, be determined after a delay in driving operations. The determination of driving resistance by formula is not a Pay Item. The Contractor shall provide the facilities for this purpose as an incidental part ofThe Work.
2. LOADING TEST: The method of test shall conform to ASTM D 1143 modified for Quick Load Test, unless otherwise specified on the Plans. The Loading Apparatus shall have a capacity of 400% of the design load or 4450 kN, whichever is less, for concrete piles and 400% of the design load or 90% of the yield strength of steel piles, whichever is less. Loads should be applied in equal increments of 10 to 15 percent of the design load. A constant time interval of two and one-half minutes should be used throughout the test. Piling, including test piles, shall be driven and test loaded as required, and the pile bearing capacity will be determined from the loading test data. When the pile to be loaded is driven, the driving resistance will also be determined by using the appropriate formula. The piling to be loaded shall be of the size and type and at the locations as specified on the Plans or as designated by the Engineer. At the Engineers discretion, the number of loading tests may be increased or decreased. For all driving following the loading test, the piling shall be driven to the approximate pile tip elevation and driving resistance as determined by the Engineer from the loading test data. The Department will furnish and read the instrumentation necessary to determine the pile settlement under load. The Contractor shall furnish and drive the piling to be test loaded and such anchor piling as may be necessary. The Contractor shall also furnish all material, labor, work, tools, equipment, including but not restricted to a constant tension wire with a weight and sheave or a weight and round pin, and incidentals necessary for the proper installation of the complete loading test, including a temporary shelter over the area if required. Mter the test has been completed, all temporary materials shall be removed by the Contractor in a satisfactory manner and shall remain the property of the Contractor. When the Engineer permits, piling which are to remain in the completed structure may be used as anchor piles. Piling other than these shall be removed or cut off at least 300 mm below the bottom of
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520.03
footing or ground line, whichever is applicable. In deep water locations, the extent or removal shall be as directed.
Generally, a loaded pile will be considered unsatisfactory when the total settlement under load exceeds 25 mm or the permanent settlement exceeds 6 mm when the Standard Loading Procedure is used. When any of the original loading procedures are used, the maximum safe design load or the failure load will be determined by the laboratory. The Engineer may require that piles found to be unsatisfactory as defined above or which have insufficient maximum safe design or failure loads as determined by the Office Of Materials and Research be driven further.
The Contractor will be required to submit plans for loading test methods and apparatus for approval in advance of the work. The method shall be a logical one which will readily lend itself to a rational analysis by a commonly accepted theory of structural design.
If the test is applied by means of a hydraulic jack, the jack shall be calibrated in the Laboratory before use, and a table of calibration will be furnished by the Office of Materials and Research applicable only to the Project shown on the table of calibration. The jack shall be returned to the Office of Materials and Research for recalibration should any change be noted in its behavior while in use. If the jack capacity requirement is such that it is beyond the Office of Materials and Research's calibration capability, the Contractor shall furnish 5 copies of certification of calibration as prepared by the manufacturer or authorized representative or by an approved testing laboratory.
E. LENGTH DETERMINATION: Full-length piling shall be used where practicable and shall be of sufficient length to attain the PDO. Timber piling shall always be full length. Any pile lengths except for test piles shown on the Plans will be based on the lengths which are assumed to remain in the completed structure. The Contractor, shall provide fresh headings and such additional length as may be necessary to suit the method of operation at no additional expense to the Department. Any pile lengths or pile quantities shown on the Plans will be for estimating purposes only. The Department will not recognize, accept, or pay any claim for adjustment of the Contract Unit Prices due to underruns or overruns ofthese estimated lengths or quantities.
1. STEEL H-PILING OR METAL SHELL PILING: The Contractor shall be responsible for determining and furnishing the lengths of Piling in Place required to attain the PDO, regardless of whether test piles are required by the Plans or whether estimated lengths are shown on the Plans. For the purpose of determining these lengths of Piling in Place, the Contractor may drive test piles, make borings, or make such other investigations as may be necessary at no additional expense to the Department.
2. PRESTRESSED CONCRETE PILING AND TIMBER PILING: The Department will be responsible for determining the lengths of these
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520.03
types of piling. The Contractor shall furnish these piling either in accordance with the listing shown on the Plans or in accordance with the Engineer's Length List, as directed.
Lengths determined by the Engineer will be given only after the test piles which logically cover the bents involved in the Length List have been driven and evaluated, and any required loading tests performed. The written Length List will itemize the number, type, size, and length of pile required per bent.
Lengths for timber piling up to 12 m long will be given in 0.1 m increments, and for over 12 m long in 0.5 m increments. Lengths for prestressed concrete piling 450 mm square or smaller will be given in 0.75 m increments.
In the event a prestressed concrete pile, including test pile, is driven below cut-off elevation before the PDO is attained, the Engineer will determine the net additional length required, over and above the original length, and this net length of extension will be added to the written Length List by the Engineer.
When composite prestressed concrete piling (those having steel Hsection tips which are partially embedded in and partially protruded from the concrete) are used, the length of the composite pile will be the end-to-end length of the concrete. The total length of the steel H-section and its embedded and protruded lengths shall be as shown on the Plans. These steel sections will be considered as incidental to The Work.
F. TEST PILING: In general, the Plans will require test piles only when timber piling and prestressed concrete piling, including composite piling, are to be used. However, the Department reserves the right to require steel H or metal shell test piles when considered necessary. When test piles are required, piles of the length, type and size designated shall be driven in locations specified by the Engineer. In special cases, the Engineer may revise the quantity or the location of the Department's test piles. Crosssectional dimensions of all test piles shall be the same as those for the piles which are to become a part of the completed structure. Timber test piles may be untreated and shall be peeled. They may be machine-peeled and shall be driven adjacent to the location of piles which are to become a part of the completed structure. All other types of test piles shall be located to become a part of the completed structure. Test piles furnished and driven in permanent locations at the Contractor's option for his use in determining required lengths of steel Piling in Place shall meet all the governing requirements, and the driving shall be done in the Engineer's presence. The Department reserves the right to designate on the Plans selected locations at which complete pile driving records will be made by the Engineer during driving operations. Such piles will be designated as "Driving Data Piles," and the Contractor shall cooperate with the Engineer in the obtaining of the required data as an incidental part of The Work. Such piles need not be driven in advance of other piling.
G. CUTOFFS, SPLICES, AND EXTENSIONS: All pilings shall be cut off at the
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520.03

19-""1':'""'-<. BEVEL BACK UP PLATE 200 50

1-. GROOVE
- BACKUPPLATi+~

.

ci ci

~9

______.1._ _

WALL THICKNESS TWICE WALL THICKNESS, BUT NOT LESS THAN 10 mm
**BASE PLATE WITH DIA. OF "O.D." (2 mm) x 19mm THICK

+BACK UP PLATE: TO BE CUT FROM PILE AND BENT TO FIT "LD." TIGHTLY ALL AROUND.

*WALL THICKNESS

OPTION

1

(FRICTION PILE)

. ._~< BEVEL PILE 20o 50 .

GROOVE

"':i-' NOi&OUPSTEDIcmON;L"YSiWi'AH1ELNBE ci ci

INDICATED ON

~0

BRIDGE PLANS.



----------- -

**BASE PLATE WITH DIA. OF "O.D." +13 mm (2 mm) x 19 mm

OPTION

2

(END BEARING PILE)

**BASE PLATE: NO MILL TEST REPORT REQUIRED. PLATES WILL BE ACCEPTED ON THE BASIS OF VISUAL INSPECTION

CLOSURE PLATE DETAILS 563

520.03

r -__~

ROUNDT025mID

520.03.G

6mm
150 mID x 150 mm x 11 mm SPLICE PL'S. FOR HP250 mm 175 mID x 175 mm x 11 mm SPLICE PL'S. FOR HP310 mm 215 mID x 215 mm x 13 mm SPLICE PL'S. FOR HP360 mm
STEEL H PILING

- - + - - - BUTT WELD
BACK UP PLATE NOTE: BACK UP PLATE TO BE CUT FROM PILE. CUT AND BEND TO FIT INSIDE DIAMETER OF PILE.
~_.-- METAL SHELL PILING PILE SPLICE DETAILS
564

520.03
required elevation. Piling driven below this elevation shall be spliced and extended in accordance with the governing details. For prestressed concrete piling, particular attention shall be paid to the different details required when additional driving is or is not necessary after the extension is made.
1. PRESTRESSED CONCRETE PILING; Driven extensions shall consist of Class AAA concrete, and undriven extensions shall consist of Class A concrete. Concrete at the end of the pile to be extended shall be cut back the required amount leaving the prestressed strand exposed. The final cut shall be at right angle to the axis of the pile. The cutting shall be performed in a manner to avoid spalling or damaging the pile below cutoff elevation. In case of such damage, the pile shall be replaced or the damage shall be remedied by further cut back to the extent determined by the Engineer at the Contractor's expense. The cutting may be performed with pneumatic tools, saws, or by other approved methods. In no case shall explosives be used. When considered necessary by the Engineer, an approved collar shall be used in conjunction with the cutting. The form work necessary for the extension shall be built, placed, and braced with special care to obtain true alignment and to prevent leakage at the construction joint. Just prior to placing the new concrete, the cut area shall be thoroughly wetted and then covered with a thin coating of cement paste. When the extension is to be driven, the top shall be chamfered 25 mm at right angles to the extension axis. The removal of forms, curing, and finishing shall be in accordance with the governing Specifications. However, when additional driving is necessary, the extension shall have reached its 28 day compressive strength and have been water cured for 5 curing days before driving is resumed. The delay will be considered as incidental to The Work.
2. STEEL H-PILING AND METAL SHELL PILING: These piles may be spliced and extended either before, during, or after driving operations in accordance with the details shown herein. The sections shall be of identical cross-section.
3. TIMBER PILING: Those piling which are to be capped with timber or precast concrete shall be accurately cut off so that true bearing is obtained on every pile without the use of shims. Piles inaccurately cut off shall be replaced or otherwise remedied at no additional expense to the Department in a manner satisfactory to the Engineer. Timber piling shall not be spliced without the Engineer's permission. All lengths of cutoff of any type of piling, including test piles, will remain the property of the Contractor who shall dispose of them outside the highway Right of Way in accordance with Sub-Section 104.07. Undamaged pieces of steel H and metal shell cutoff may be used for splice plates, extensions, and reinforcement for steel H tips. In lieu of the splice details for H-piles shown herein, approved Hpile splicers may be used. H-pile splicers shall be ofthe proper size, per manufacturer's recommendations, for the pile to be spliced. With the
565

520.03
splicer in position, no less than 90 percent of the mating ends of the piling to be spliced shall be in contact before the splice is made. The splicer and piling shall be connected by welding in accordance with a procedure approved by the Department.
H. PILING TYPES: Generally, the types of piling listed below will be used where shown on the Plans. Other types may be used when required by the Plans and Special Provisions and when their use is fully detailed therein.
1. TIMBER PILING: These piling shall be carefully handled, using nonmetallic slings only, in a manner to prevent sudden dropping, breaking of outer fibers, bruising, or penetration of the surface. Storage shall be on skids above the supporting surface. Hardware shall be kept in covered storage. All cuts and abrasions in treated timber piling shall be field treated with 2 applications of a hot mixture of 60% creosote oil and 40% roofmg pitch, or 2 thorough brush coats of hot creosote oil followed by a covering of hot roofing pitch. Each coat shall be allowed to dry before the next is applied. All holes made after treatment shall be field treated with hot creosote oil before bolts are placed. All holes not used shall be plugged with treated plugs after the field treatment. When the approved uses of temporary forms or braces results in nail or spike holes in treated piling, they shall be filled by driving galvanized or aluminum nails or spikes flush with the surface or by the plugging method described above. The heads of all treated piling used in permanent structures and which are not to be encased in concrete footings or caps shall be field treated as follows after cut off: The sawed surfaces shall be treated with 3 applications of a hot mixture of 60% creosote oil and 40% roofing pitch, or3 thorough brush coats of hot creosote oil followed by a covering of hot roofing pitch. Each coat shall be allowed to dry before the next is applied. Each pile head shall then be covered with a minimum 0.38 mm metal trimmed to give a neat, quality appearance. The metal shall be bent down around the pile and fastened to its side with largeheaded aluminum or galvanized roofing nails. The metal may be aluminum meeting the requirements of Sub-Section 850.01 or galvanized steel meeting the requirements of 852.01.A. Aluminum materials will be preferred. All permanent timber bracing shall be bolted at its intersections with piles. Standard steel bolts and nuts and cast or malleable iron ogee washers shall be used. An ogee washer shall be placed under the bolt head and under the nut. Bolts, nuts, and washers shall meet the requirements of Sub-Section 852.01. The diameter of the bolt and of the drilled hole shall be 19 mm. After the nuts are fmally adjusted, the bolt threads shall be burred.
2. PRESTRESSED CONCRETE PILING: Piling shall be handled in a manner to prevent the danger of fracture by impact or by excessive bending stress, either in storage, during transportation, or when being transferred to the leads. Other materials shall not be placed on piling during storage or transport. Prestressed concrete piling shall be
566

520.03
transported in a manner utilizing approved limits of support spacing for various sizes and lengths of piling as shown on Standard Plans or on other drawings available upon request to the Engineer. Piles shall be loaded or unloaded by using the embedded pick-up points placed during manufacture. When piles are picked up from storage and placed in the leads or in position, only the single pick-up point, which is a mark (SP) or line painted on the pile at the plant, shall be used unless otherwise noted on the Plans or directed. Piling in storage may be placed in single layers directly upon the ground only when uniform, level bearing for the full pile length results. For storage in tiers, the piling shall be supported by blocking of uniform thicknesses placed immediately adjacent to the embedded pick-up points and in line vertically. Piling shall be stored in groups having the same lengths. Piles cracked in transportation, handling, or storage may be rejected as defective piles if the nature of the cracking indicates structural damage. Generally, piles having cracks which are not structurally damaging and which are not to be used in sea water or alkali soils may be accepted if the cracks close and are not visible when the pile is in the leads. Cable loops used as embedded pickup points and which remain above ground or water line shall be cut back and pointed over after driving is complete.
a. MINIMUM AGE AND STRENGTH REQUIREMENTS: Prestressed concrete piles shall not be driven until they have reached a minimum strength of 35 MPa and a maximum age of 5 days.
b. VENT HOLES FOR VOIDED-TYPE PILES: Holes shall be formed in one face of each pile at approximately 1.5 m on centers and shall remain open permanently.
3. METAL SHELL PILING: These piling consist of steel shells filled with Class A concrete after having been driven in place and cut off. The shell's minimum wall thickness shall be 6 mm unless otherwise shown; however, it shall be the Contractor's responsibility to furnish shells of sufficient thickness and rigidity to permit them to be driven to the PDO without detrimental crimping, buckling, or distortion. Shells may be of constant section, or they may be as specified in Sub-Section 855.02. Shells shall be handled and stored to prevent deformation or denting. Shells to be stored for a prolonged period shall be placed on sufficient skids to prevent ground contact and deflection and shall be kept fully drained. Metal shell piling shall be driven closed-ended. End closure shall be constructed so that no portion of the closure plate projects beyond the outside diameter of the pile in accordance with the closure plate detail shown, unless another detail is specified on the Plans. After driving, the tops of shells shall be kept covered until the concrete has been placed. Prior to concrete placement, the shells shall be examined for collapse or reduced diameter at any point. Any shell which is broken or which shows partial collapse to such an extent as to materially decrease its bearing capacity will be rejected as a defective
567

520.03 520.03.H

100 mm x 100 mrn x 10 mrn ASTM 36M STEEL UNLESS OTHERWISE SHOWN ON PLANS

SWAYBRAQING ATTACHMENT DETAIL
100 mm x 100 mrn x 10 mrn x 225 mrn FOR HP360 mrn_ _---..
520.03.1

75 mrn x 75 mrn x 10 mrn x 225 mrn FOR HP250 mrn & HP310 mrn NOTE: SHAPE L'S TO FIT PILE FILLETS.
PLAN
568

520.03
pile. Rejected shells which cannot be removed shall be filled with Class A concrete at the Contractor's expense.
Driven shells shall be clean and free of water immediately before concrete is placed. The Contractor shall have available at all times a suitable light for inspecting the entire length of the shell in place.
When reinforcement steel is required, it shall be rigidly assembled and lowered into the shell, using adequate means to ensure its correct position during concrete placement. Loose bars will not be permitted. Concrete shall not be placed in shells until all driving within a radius of 9 m has been fmished nor until all shells in anyone bent or footing have been driven. Otherwise, driving within the limit shall be stopped until the concrete in the last shell filled has reached a minimum strength of 14 MPa. At the discretion of the Engineer, the 9 m limit may be increased or decreased in accordance with prevailing vibration conditions encountered. Concrete shall be placed in a continuous operation from tip to butt. Where shells contain reinforcement steel, tremies will be required. Mechanical vibration will be required in the portion of the concrete extending upward from approximately 3 m below ground for shells in trestle bents and for approximately 7.5 m downward for shells in footings. Footings and trestle bent caps may be poured 2 hours after the last shell in the footing or trestle bent has been filled with concrete.
4. STEEL H-PILING: Piling shall be handled and stored to prevent deformation or bending of flanges. Piling to be stored for a prolonged period shall be placed on sufficient skids to prevent ground contact and deflection and shall be kept fully drained. Piles shall not be cut or trimmed for the purpose of fitting into an improperly sized steel driving head, and such a head shall be replaced with one which conforms to Specification requirements. Swaybracing members shall be placed as shown on the Plans, or as required by the Engineer. Welding shall be in accordance with the details shown herein. Where piling are not driven in the position and to the alignment required, the Engineer may require the use of fills and shims between the bracing and the pile flanges as an incidental part of The Work. Wherever HP360 mm x 108 kg Steel "H" piling is required by the Plans, the Contractor may substitute HP330 mm x 109 kg. Steel "H" piling, and as appropriate, 330 mm pile tip reinforcement for bearing pile in footings, but not for pile bents. This substitution will be made at no change in the Contract Bid Price.
1. TIP REINFORCEMENT FOR STEEL H-PILING: Piling, including test piles, shall have their tips reinforced when required by the Plans or by the Engineer. A test pile tip reinforcement required by the Plans will be considered as incidental to The Work. Tips shall be reinforced in accordance with the details shown herein. The angles used will be accepted on the basis of visual inspection, and mill test reports and heat numbers will not be
569

520.04
required. In lieu of angles, the Contractor may use plates of appropriate size, thickness, and configuration cut from steel H-piling cut-off.
520.04 PAINTING AND SPECIAL PROTECTIVE COATINGS: Steel HPiling, metal shell piling, steel swaybracing, and when so specified, PSC pile shall receive a special protective coating as required below. The piling shall be cleaned and painted in accordance with Sub-Section 535.04.
End bent piling shall be cleaned and coated with a 2 P coating for a distance of 600 mm below the bottom of the cap, or, as an alternate to coating, a concrete collar 600 mm deep with 75 mm cover may be poured around the pile.
For structures crossing streams, except those bents with piles which are to be encased in accordance with Section 547, the coating shall extend 1.5 m below the stream bed for all piles within the stream and for all piles to be driven within 3 m from the top of the stream bank. Piles shall be given a protective coating 1.5 m below ground line for bents more than 3 m outside each stream bank. For piling which are to be encased, the 2 P coating shall extend 300 mm below the top of the encasement.
For grade separation structures, coatings for intermediate bent piling shall extend to 1.5 m below the finished groundline.

5mm
~I
r 6mm

75 mmx 75 mmx 10 mmx 'i'--H-+225 mm for HP250 mm &
HP310mm
ELEVATION TIP REINFORCEMENT DETAIL
STEEL H-PILING

570

520.05
520.05 MEASUREMENT:
A TEST PILING: Accepted test piles required by the Plans or by the Engineer will be measured per each and paid for at the Contract Unit Price. Accepted piles furnished and driven as test piles at the Contractor's option for his use in determining lengths will be measured and paid for the same as for other Piling in Place ofthat type used in the completed structure. No deduction will be made when a required test pile underruns in length with the Engineer's consent. When a required test pile overruns in length with the Engineer's consent, see Sub-Section 520.05.C. Piling measured and paid for as Test Piles will not be included in any other measurement for payment. There will be no additional measurement for payment for "Driving Data Piles."
B. OTHER PILING: All accepted piles other than Test Piles will be measured for payment as noted below and paid for at the respective Contract prices.
1. STEEL H-PILING AND METAL SHELL PILING: These types will be measured in linear meters of Piling in Place remaining in the completed work, exclusive of piling measured as test piling. The payment will be full compensation for all costs of furnishing, driving, jetting, spudding, lining, filling with concrete, disposing of cutoffs, and painting, including Special Protective Coatings. Concrete encasement and steel swaybracing of steel H-piling will be measured and paid for under Sections 500 and 501 respectively.
2. PRESTRESSED CONCRETE PILING AND TIMBER PILING: These types will be measured in linear meters of the respective type of piling. The quantity will be the sum of the in-place lengths, exclusive of piling measured as test piling, plus an allowance for cut off lengths noted in Sub-Section 520.05.C. The payment will be full compensation for all costs of furnishing, driving, jetting, spudding, lining, disposing of cutoffs, and placement of Special Protective Coatings on prestressed concrete piling, if required. For timber piling, this payment will also be full compensation for all costs of furnishing, placing, and removing all temporary bracing necessary to hold the piles in alignment. The quantity will also include extensions of prestressed concrete piling. See Sub-Section 520.05.C.
C. CUTOFFS, SPLICES AND EXTENSIONS: No separate payment will be made for the cost of cutting off any type of pile nor for the cutoff lengths of Steel H or metal shell piling. However, undamaged pieces of Steel H or metal shell piling cutoff used to make up other piles or as extensions will be paid for as Piling in Place as provided in Sub-Section 520.05. For timber piling a cutoff allowance of 50% of the Contract Price will be made for each excess linear meter removed, except for test piling, in order to achieve the cutoff elevation. For prestressed concrete piling a cutoff allowance of 75% of the Contract Price will be made for each excess linear meter removed, except for test piling, in order to achieve the cutoff elevation. Pay lengths will be based upon the Engineer's order length for the pile.
571

520.05
All extensions and splices will be measured and paid for in the same manner, whether the particular pile is a Test Pile or otherwise.
For any pile, including Test Pile, each splice per steel H or metal shell pile provided for in the tabulation below, on the basis of length remaining in the completed structure, will be included in the pay quantities and paid for as a Specification Allowance of Piling in Place in the amounts of 1.2 m and 0.6 m respectively. When the original length of a Department Test Pile, after being driven, is increased by the Engineer, each splice required in such lengthening as ordered and accepted will also be measured for payment in the amount provided herein. All other steel pile splices, including others made on test piles, will be at the Contractor's expense. The minimum spacing of splices shall not be less than 3 m.
For prestressed concrete piling, each splice ordered and accepted, excluding those required because of the Contractor's negligence, will be measured and paid for as a Specification Allowance of 1.5 m of piling. This payment will be compensation for all costs of making the actual splice within the limits of the cut-back portion, and the Contractor shall include any costs which are not so compensated in the overall bid submitted.

STEEL "H" QR METAL SHELL PILING

In Place Length

Maximum Pay Splices CIfMade)

18 m or Less Above 18 m through 27 m Above 27 m through 36 m Above 36 m and Up

None 1 2 3

Payment for splices will be made only if such splicing is performed. The extension of a prestressed concrete pile, including Test Pile, will be the net length ordered by the Engineer, measured from the original pile head to the extended head. The actual splice within the cut-back portion will be measured separately as specified above. Such an extension will be measured as Piling. Extensions required because of the Contractor's negligence will not be measured for payment. The length of extensions for the Department's steel H or metal shell test piling will be determined by the Engineer and paid for as Piling in Place as provided in Sub-Section 520.05.B.1. The cost of splicing and extending timber piling, if allowed, will be measured and paid for as Extra work in accordance with Sub-Section 109.05. ALTERNATE TO EXTENDNG TEST PILING: In lieu of extending as provided above, a prestressed concrete test pile which would require additional driving in order to attain the PDQ, the Engineer may give the Contractor the option of abandoning that pile as a test pile insofar as measurement and payment are concerned and allow the substitution of a longer pile of the required length to be driven as the test pile at another location selected by the Engineer. The net additional length required will be determined by the Engineer and paid for as Piling, with no splice allowance. The abandoned test pile shall be completed and will be measured the same as any non-test pile.

572

520.06
The option will not be granted if the driving data already obtained is considered sufficient by the Engineer nor if it is considered necessary to require a loading test in lieu offurther driving.
D. LOADING TESTS: The number of Loading Tests completed and accepted will be measured and paid for per each at the Contract Price. Each instance of additional stages of loading made and accepted on any single pile as specified will be measured and paid for as 50% of a Loading Test as follows: In case the loaded pile does not carry the load satisfactorily after the load is placed, and it becomes necessary to redrive and reload the pile, this reload will constitute an Additional Stage of Loading but not an additional loading test. Any Loading Test or additional stage of loading abandoned because of reasons which are the fault of the Contractor will not be measured.
E. TIP REINFORCEMENT FOR STEEL H-PILING: A Test Pile tip reinforcement required by the Plans will not be measured for payment. Tip reinforcements required by the Plans for other piles and all tip reinforcements required by the Engineer and not by the Plans will be measured and paid for as Specification Allowance of 0.9 m of Piling in Place.
F. PILOT HOLES: Pilot Holes drilled and accepted as a Contract item will be measured per linear meter from natural ground (intermediate trestle bents) or from bottom of concrete, whichever is applicable, and paid for at the Contract Price. Those not required by the Plans but made at the request of the Engineer will be measured and paid for as Extra Work in accordance with Sub-Section 109.05.
G. COMPOSITE PRESTRESSED CONCRETE PILING: No separate payment will be made for furnishing and driving steel H-pile sections partially embedded in and partially protruded from prestressed concrete piling, including Test Piles.
H. UNUSED PILING (PRESTRESSED CONCRETE OR TIMBER): Undriven and undamaged whole lengths of piling ordered by the Engineer will become the property of the Department. The Contractor shall assemble and neatly stack such lengths in a quality manner at a location convenient for loading on Department vehicles. The Contractor's responsibility for guarding against damage or loss will have ended 10 days after written notification to the Engineer that the lengths are ready for loading. Such piling will be paid for at invoiced cost, including transportation, plus 10%.
I. CAST STEEL-H PILE POINTS: H-Pile Points of the type and size designated will be measured per each.
520.06 PAYMENT: This work will be measured as provided above and paid for at the respective Contract Prices complete in place. These payments will be full compensation for all costs of complying with these Specifications, including incidentals and additional work in conjunction therewith.
573

522.01

Payment will be made under:

Item No. 520. Piling in Place, lliD.cl, llilliU

per Linear Meter

Item No. 520. Piling, ITxucl, ~

per Linear Meter

Item No. 520. Test Pile, ~, (Size*L

per Each

Item No. 520. Loading Test, (Type), (Size*L

per Each

Item No. 520. Pilot Holes

per Linear Meter

Cast Steel H-Pile Points ofthe type and size designated will be paid for per

each.

Item No. 520. H.-Pile Points lliD.cl, !.Siz.cl

per Each

*For timber piling, size will be omitted. For treated timber piling, the

required preservative treatment shall be in accordance with Section 863.

SECTION 522-SHORING

522.01 DESCRIPTION: This Work consists of furnishing, placing, maintaining, and removing all materials and equipment required for shoring as shown on the Plans and described in other Special Provisions, and includes all incidentals and additional work in conjunction therewith.

522.02 MATERIALS: Materials shall be in accordance with the Plans and Standard Specifications.

522.03 DESIGN: Shoring shall be structurally adequate to withstand all forces to which they may be subjected including the forces and pressures resulting from excavation, and surcharge loads from adjacent structures, roadbeds, tracks, slopes, and equipment.
The Engineer may require the Contractor to submit drawings of proposed shoring for review, in which case work shall not start until the Engineer has completed the review. Such review will not relieve the Contractor of responsibility for the adequate and safe performance of the shoring.

522.04 CONSTRUCTION: This Work shall be done in conformance with the Sequence of Construction outlined on the Plans and in the Special Provisions.

522.05 PAYMENT: This Work will be paid for at the Contract Price for Shoring Complete in Place, Maintained, and Removed. All shoring materials shall remain the property ofthe Contractor.

Payment will be made under:

Item No. 522. Shoring

per Lump Sum

SECTION 523-DYNAMIC TESTING OF PILE
SECTION 524-DRILLED CAISSON FOUNDATIONS
The Specifications for the Work covered under these Sections will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.
574

525.05
SECTION 525-COFFERDAMS
525.01 DESCRIPTION: This work shall consist of the design, construction, maintenance, dewatering, removal, and disposal of Cofferdams necessary for the construction of substructures and for the protection of personnel and adjacent structures, roadbeds, tracks, channels, slopes, or other property, public or private, whether on or off the Right ofWay.
525.02 MATERIALS: Materials used in Cofferdam construction may be of any type suitable for the design requirements and to the particular dam being constructed, subject to the Engineer's approval.
Earth dams, sand bags or dams constructed using excavated materials shall not be considered to be Cofferdam construction.
525.03 DESIGN: Cofferdams shall be structurally adequate to withstand all external and internal forces to which they may be subjected including the forces and pressures resulting from a depth of excavation of not less than 2 m below the elevation of the bottom of the footing, and surcharge loads from adjacent structures, roadbeds, tracks, slopes, and equipment. Cofferdams shall also be designed to permit placement of pumping equipment outside the footing forms, the driving of piling between braces, and shall be sufficiently watertight to permit the construction of the footings, seals, or substructure.
The Engineer may require the Contractor to submit drawings of proposed Cofferdams for review, in which case work shall not start until the Engineer has completed the review. Such review will not relieve the Contractor of responsibility for the adequate and safe peIformance of the Cofferdam.
525.04 CONSTRUCTION: Cofferdams shall be constructed in accordance with the material and design requirements above. Cofferdams which tilt or move laterally during construction shall be corrected to the Engineer's satisfaction.
Substructure elevations shown on Plans are approximate, and the Engineer may require that both substructures and Cofferdams be lowered by an amount as specified.
525.05 DEWATERING AND SEAL CONCRETE: The Contractor shall attempt to dewater Cofferdams without the use of Seal Concrete unless seals are specifically required by the Plans, and shall supply sufficient pumping capacity to accomplish the dewatering.
If the Contractor has used all reasonable measures to provide a dewaterable enclosure, including either the driving of all sheeting within the Cofferdam to a depth of at least 300 mm below bottom of the excavation or else providing a double-walled cofferdam lined with clay or other reasonably impervious material, and the use of Seal Concrete is necessary as determined by the Engineer, its placement shall be as provided in Section 500.
It will be the Engineer's prerogative to decide if the Contractor has used all reasonable measures to provide watertight Cofferdams; and if not, the Engineer may require the placing of Seal Concrete at the Contractor's expense, or may permit the placing of a Seal Concrete at the Contractor's expense in lieu of further efforts to dewater without a seal.
575

525.06
When Seal Concrete has been placed, the Cofferdam shall not be dewatered until 24 hours after placement, unless the Engineer determines a longer period is necessary.
525.06 REMOVAL AND DISPOSAL: Unless otherwise specified, all Cofferdam material shall be completely removed, and shall remain the property of the Contractor.
525.07 MEASUREMENT: Cofferdams will be measured for separate payment only when set up as a Pay Item on the Plans. Separate measurement will be made only for those Cofferdams constructed at the locations specifically required by the Plans, regardless of Cofferdams actually built at other locations within the limits of the structure and regardless of site conditions.
The Contractor may request permission to enclose more than one footing in a single Cofferdam at a pay measurement location, and if the Engineer approves, the number of Cofferdams measured for payment will be equal to the number offootings actually enclosed within that single Cofferdam.
If Cofferdams are not set up as a Pay Item on the Plans, their use may become necessary, but they will not be measured for payment.
525.08 PAYMENT: Each Cofferdam eligible for separate measurement and payment will be paid for at the Contract Price per each, complete in place, maintained, dewatered, removed, and disposed of.
Partial payment for measured Cofferdams will be made as follows: After a satisfactory initial dewatering of the Cofferdam, 75% of the Contract Price per Cofferdam will be included in the next statement. The remaining 25% will be included in the next statement following the satisfactory removal and disposal of the Cofferdam.
In the event the lowering of a footing requires the lowering of a separately measured Cofferdam, the Contractor shall lower such Cofferdam a sufficient distance to permit construction at an elevation not to exceed 2 m below Plan elevation, at his own expense.
When excavation reaches an elevation which is 2 m lower than the Plan elevation, and the Cofferdam is considered satisfactory, as determined by the Engineer, for dewatering to that elevation, then any lowering of the Cofferdam to permit construction at an elevation in excess of 2 m below Plan elevation will be paid for as Extra Work. It is the intent of the Specifications that no Extra Work will be paid for lowering a separately measured Cofferdam until the Contractor has completed a Cofferdam in which footings or substructure can be successfully constructed at an elevation not to exceed 2 m below Plan elevation. No Extra Work shall be done under this Item until the requirements ofSub-Section 109.05 have been met.
When Cofferdams which are not measured for separate payment are necessary, their costs shall be included in the Contract Price for Bridge Excavation. In the event lowering of a footing requires lowering of a Cofferdam which is not measured for separate payment, the compensation for extra depth excavation provided for in Section 211 will be full compensation for the cost of lowering such Cofferdam.
576

528.04

Payment for Cofferdams eligible for separate measurement will be made under:

Item No. 525. Cofferdams

per Each

SECTION 528-EPOXYPRESSURE INJECTION OF CONCRETE CRACKS
528.01 DESCRIPTION: This work shall consist of labor, material, equipment, and services necessary for repairing concrete cracks. The extent of repair shall be as designated on the Plans or by the Engineer. The Work shall comply with the Specifications including Special Provisions where applicable.
528.02 MATERIALS: Epoxy used for crack repair shall conform to the requirements of Section 886, Type V epoxy adhesive.
528.03 CONSTRUCTION: Cracks specified on the Plans to be repaired shall have concrete surfaces adjacent to the cracks prepared to expose clean and sound concrete. The exact procedures for exposing clean and sound concrete shall be the Contractor's option and responsibility. The procedures must comply with any traffic handling and construction sequencing requirements for the Project. Following surface preparation, cracks shall be sealed at the surface with an epoxy of sufficient strength to withstand injection pressures of up to 2 MPa. Port spacing, location, and type shall be the Contractor's option and responsibility.
In the event those procedures selected by the Contractor do not result in thorough penetration of the voids, the Contractor shall use the following procedure:
Holes 13 mm in diameter and 19 mm to 25 mm in depth shall be wet cored on 200 mm centers. Copper or plastic tubes 13 mm in diameter and notched at the base shall be inserted into the cored holes to the full depth. The circumference of the ports shall then be sealed at the surface. The epoxy shall then be injected at a constant pressure not to exceed 2 MPa until penetration is observed or for a minimum period of ten minutes.
Dispensing equipment for the injection shall be capable of self-monitoring pressures of 2 MPa for extended periods under flow. A ratio of accuracy of one (1) percent shall be maintained at these pressures. Mixing shall occur in-line using a static mixing head. Where screen wire, wire brushes, or other elements are used for mixing, the Contractor shall provide independent certification that the material is thoroughly mixing at the rate of flow and temperatures peculiar to the job. Further, the Contractor shall demonstrate that the unit will not dispense resin in the event of material line blockage on the supply or dispense side of the system.
After the injection operation is complete, the sealed cracks shall be cleaned to the original concrete surface. All nipple devices and surface sealers over the injection holes shall be removed.
528.04 MEASUREMENT AND PAYMENT: No measurement for payment purposes will be made for any material, equipment or labor necessary to accomplish this work. All costs for any material, equipment or labor shall be

577

529.01

included in the Lump Sum price bid for Epoxy Pressure Injection of Concrete Cracks.

Payment will be made under:

Item No. 528. Epoxy Pressure Injection of Concrete Cracks

Bridge No.

..

per Lump Sum

SECTION 529-NAVIGATION LIGHTING
529.01 DESCRIPTION: This Work shall consist of furnishing and installing Navigation Lighting, complete or to the extent indicated on the Plans, on bridges, and on fender systems where required.
It is the intent of these Specifications to secure a complete operational system in accordance with the National Electrical Code and applicable local ordinances. The Navigation Lighting system shall meet the approval of both the Department and the United States Coast Guard.
The Contractor performing this Work must be on the Department's list of approved electrical contractors or electrical subcontractors. The Contractor shall have a qualified electrician on the job site at all times when electrical wiring is being pulled or electrical connections are being made. The term qualified electrician shall mean one who has a Class II license, issued by the Georgia State Construction Industry Licensing Board, or one who has completed an approved four year apprenticeship training program, and has been classified as a Journeyman Electrician. The qualified electrician shall bear evidence of his classification and shall display this evidence to the Department's engineer in charge of the construction.
529.02 PLANS AND DRAWINGS: The Contractor shall be guided in his work by the Plans and by all approved Shop and Working Drawings, including drawings by others, if any. The Plans are not intended to show the complete details of the overall work in every respect, but they will indicate the general layout and the various designations of acceptable manufacturers' equipment.
Should it occur that any item necessary for the satisfactory operation and complete installation of the Navigation Lighting has been omitted from this Specification or from the Plans, the Contractor shall include any such items in the system. If necessary, he shall include the engaging of the services of any qualified person, including a Registered Professional Electrical Engineer, to check, verify, or modify (with the Department's permission) the Contract requirements.
529.03 MATERIALS AND APPARATUS:
A GENERAL REQUIREMENTS: To avoid misunderstanding and to ensure compliance with the requirements of these Specifications, prior to purchasing materials or equipment, the Contractor shall submit, to the Engineer for approval, a complete list of the products proposed to be used, clearly showing the manufacturer's name and catalog number of each item. Where the Engineer deems necessary, alternate equipment will be specified. All electrical material shall be approved by the Underwriters' Laboratory, or other acceptable testing agency. The Contractor shall be

578

529.03
responsible for providing all fittings, devices, materials and work necessary to install the complete functional system and shall use methods that will ensure compliance with local ordinances, rules and regulations.
B. FEES AND PERMITS: All fees and permits required by power companies or governmental agencies shall be paid or obtained by the Contractor.
C. POWER SUPPLY AND WIRING; Unless otherwise noted, the power supply shall be 120/240 volts, three-wire, single phase, with supply point as agreed upon between the Department and the serving electric utility, which supply point in most cases will be near the Right of Way Line near the bridge location. A part of the Work of the Navigation Lighting pay unit shall include the setting of a wood pole meeting the requirement of Section 863, minimum 9 m class 5 or as shown on the Plans, to receive the service from the Utility company unless otherwise indicated. The metallic service riser with weatherhead shall be installed on the service pole along with a weatherproof enclosure containing a fusible disconnect switch of the appropriate voltage and ampere rating or as shown on the Plans. Unless otherwise specified, the Contractor shall also install a photoelectric control, with all necessary mounting hardware, near the top of the service pole and a magnetic contactor in a weatherproof enclosure on the service pole. The disconnect switch and magnetic contactor shall have the number of poles required to open each ungrounded conductor and shall be accessible from the ground. Where required by the power company, or indicated on the Plans, the Contractor shall install an approved meter base in the service riser. The Contractor shall furnish and install an approved 650 volt lighting arrester at the weatherproof enclosure and connect it to the grounding system. The Contractor shall furnish an approved padlock(s) with two keys each for locking the weatherproof enclosure(s). When more than one padlock is required on a project, they shall be keyed alike.
D. POWER CONTROL: Unless otherwise noted, the Contractor shall furnish and install a photoelectric control complete with receptacle and all accessories. The photoelectric control shall be mounted near the top of the service pole and directed to allow exposure to the north sky. The control shall provide ON operation as indicated under Sub-Section 529.03.H., Photoelectric Controls. The photoelectric control shall operate the magnetic contactor which in turn shall supply power to the lighting circuit. If the supply voltage is other than 120/240 volts, the Contractor shall furnish and install a transformer in a weatherproof enclosure for providing 120 volt control voltage. The disconnect switch, magnetic contactor and transformer, if required, shall all be mounted in NEMA-3R lockable weatherproof enclosure(s) located on the service pole so as to be accessible from the ground. All wiring to and from the photoelectric control shall be enclosed in rigid galvanized conduit.
579

529.03

E. GROUNDING: A ground rod shall be installed adjacent to the service pole. The neutral and grounding conductors shall be connected to the ground rod. A separate, continuous copper grounding conductor (green) shall be installed throughout the system. All metallic, non-current carrying materials in the
lighting system shall be solidly connected to the grounding conductor. Ground rods shall be 16mm in diameter ( 2 mm) and shall be 2.4 m in
length unless otherwise specified on the Plans. Ground rods shall be galvanized steel. The galvanization shall have a minimum coating of 610 g/m2 in accordance with the requirements ofASTM A 153.
Single ground rods shall be driven vertically until the top of the Tod is at
least 300 mm below the finished ground. A length of No. 6 AGW bare copper,
seven stranded wire shall be attached to the ground rod with suitable ground rod clamps and connected to the neutral and grounding conductors at the service pole. When sufficient penetration cannot be obtained in the above manner, a ground rod system consisting of three parallel ground rods shall be placed a minimum of 1.8 m center-to-center in a horizontal pattern and at least 300 mm below the finished ground. These rods shall be jointed and connected to the neutral and grounding conductors at the service pole with No.6 AWG bare copper, seven stranded wire and suitable ground rod clamps.

F. LUMINAIRES AND LAMPS: The luminaires shall have cast aluminum housing and shall be of the type specified on the Plans. Receptacles shall be rated 660 watts, 250 volts minimum for medium screw base lamps. The receptacle shall be of such design as not to freeze lamps having aluminum screw base shells. The luminaires shall contain a gasketed service door for relamping. They shall be equipped with 200 mm marine type, fresnel lens(es). The lens color and horizontal arcs of visibility shall be as shown on the Plans. The required number of luminaires and their location shall be as shown on the Plans. For fixed span installations, the Plans will include an appropriate selection from the following:

Location

Color

Degrees of Horizontal Arcs ofVisibility

Channel Center

Green

360

Channel Margin

Red

180

Main Channel

White

180

Pier, Bent

Red

180

Abutment

Red

180

Fender System

Red

180

Axis Line or Center Line

Red

180

Unless otherwise noted, channel marker luminaires shall be of the pivot or swivel type. Pivot or swivel type luminaires shall have either bronze or galvanized steel retriever chain and swivel. This type of luminaire shall be swivel mounted in such a manner that the arm and luminaire can be moved in a 180 degree arc for lamp replacement and maintenance.
Lamps shall be clear, 100 watt, rough service lamps with 125-130 volt rating.

580

529.03
G. FUSIBLE DISCONNECT SWITCH: The fusible disconnect switch shall have the voltage and ampere rating, and be fused as designated on the Plans. Unless otherwise specified, the switch shall be 2-Pole, 3-Wire, Solid Neutral with Heavy Duty rating. The switch may be installed separately or in combination with the magnetic contactor and shall be enclosed in a lockable, stainless steel, weatherproof enclosure.
H. PHOTOELECTRIC CONTROLS: Photoelectric controls shall have a factory setting for turn-on at 15 lux ambient light level. There shall be a suitable differential between turn-on and turn-off levels to prevent cycling at critical levels. The control shall operate on a supply voltage of 105-130 volts, 50/60 Hertz, AC with an inrush rating of 120 amperes at 120 volts and a lamp load rating of 1,000 watts for incandescent and 1,800 volt-amperes for mercury vapor and fluorescent. The control shall contain built-in surge and lightning protection. Rated life at full load shall be a minimum of 5,000 onoff operations. Relay contacts shall be single-pole, single-throw (SPST), normally closed (NC). Dielectric strength shall be 5,000 volts minimum between current carrying part and metal mounting surface. The control shall satisfactorily withstand an ambient temperature range of -54 to 70C. and shall be moisture proof. The housing shall be approximately 60 mm high with a base diameter of not more than 85 mm. The chassis shall be molded phenolic with three (3) locking type blades and neoprene gasket conforming to EEI/NEMA publications.
1. MAGNETIC CONTACTOR: The magnetic contactor shall have the voltage and ampere rating as specified on the Plans. The contactor shall have the number of poles required to open each ungrounded conductor. Unless otherwise specified, the coil voltage shall be 120 volts, 60 Hertz, AC. The contactor shall be enclosed in a lockable, stainless steel, weatherproof enclosure.
J. LIGHTNING ARRESTERS: Unless otherwise specified, lightning arresters shall be of an approved type with 650 volt capacity and the number of poles as required. A pole shall be provided for each ungrounded leg of the service voltage.
K CONDUIT, BOXES, FITTINGS, WIRING, AND SUPPORTS; Conduit, boxes, fittings, wiring, supports, and an accessories required to complete the Work shall be furnished and installed as required by the National Electrical Code.
L. ELECTRICAL WIRE AND CABLE: Unless otherwise specified, all conductors shall be copper and shall be of the size and type shown on the Plans and shall conform to the requirements of the National Electrical Code. Cables shall be new, free from kinks and other defects when installed. Cable shall have type TRW, RRW, USE, XHHW, or THWN 75 C., 600 volt insulation unless otherwise specified. All wire and cable for direct burial installation underground shall be rot and vermin proof, of the sizes indicated, and shall be of a type recommended by the cable manufacturer for direct burial in earth.
M. CONDUIT: Conduit shall bear evidence of approval by Underwriter's Laboratories, Inc.
581

529.03
1. RIGID STEEL CONDUIT: Rigid steel conduit, including elbows and couplings, shall conform to American National Standards Institute Specification C 80.1. In addition, rigid steel conduit shall be protected by a uniform metallic zinc coating on both the exterior and the interior surfaces. The conduit and coupling shall have a minimum of 375 g galvanization (total of both surfaces) per square meter. The weight of the zinc coating shall be determined in accordance with ASTM A 90; or, if the Engineer so elects, the thickness of the zinc coating may be determined by the use of magnetic or electromagnetic thickness gage.
2. NONMETALLIC CONDUIT: Unless otherwise noted, nonmetallic conduit shall be Type II, Schedule 40 (Heavy Wall) Polyvinyl Chloride (unplasticized) conforming to Federal Specification W-C-1094.
3. FLEXIBLE CONDUIT: Flexible Conduit shall consist of a galvanized steel core and a polyvinyl chloride cover. It shall contain a continuous copper ground and be liquid tight.
N. PULL AND JUNCTION BOXES: Pull and junction boxes installed in the ground shall be constructed in accordance with the design, dimensions, and at the locations shown on the Plans, or shall be of a type approved by the Engineer. Concrete boxes shall be constructed of Class A Concrete meeting the applicable requirements of Section 500, including precast concrete boxes. Manufactured units will be permitted when determined by the Engineer to be equal in design, quality, and structural strength. Cast iron, steel, or reinforced concrete covers as shown on the Plans shall be provided with each pull or junction box. Pull and junction boxes mounted on bridges and the fender system shall be waterproof, galvanized steel, stainless steel, or cast aluminum and shall conform to the requirements of the National Electrical Code. Conduit entrance holes in pull or junction boxes shall be sealed around the conduit in a manner acceptable to the Engineer. Unused entrance holes and openings for conduit to be extended by others shall be blanked off with suitable plugs of plastic, bituminous fiber or other approved material to prevent the entrance of foreign matter.
O. GALVANIZING: The following steel items shall be galvanized in accordance with ASTM A 123, except that the weight of zinc coating per square meter of actual surface, for 3 mm and 5 mm steels shall average not less than 375 g, and no individual specimen shall show less than 300 g. Structural Steel Conduit Support Angles on Fender System; Junction Boxes, except Stainless Steel; Conduit Clamps and Screws; Luminaire Retriever Chain and Swivel; and Lag Screws. Powder-actuated galvanized studs may be of commercial galvanizing quality. All damaged galvanized areas shall be repaired in accordance with the requirements of Section 645.
582

529.04
529.04 CONSTRUCTION AND INSTALLATION: The Contractor shall be responsible for the adequacy of all electrical work. Any necessary drilling, cutting, patching, galvanizing repair, and other work required due to any misplaced or plugged conduit or improper workmanship shall be done without additional compensation and shall be approved by the Engineer.
A LUMINAIRES: Unless otherwise shown on the Plans, each Channel Marker shall be fastened to the bridge with powder-actuated, galvanized, threaded studs or cadmium-plated expansion bolts. Unless otherwise shown on the Plans, each Fender Marker shall be fastened to the timber walkway with galvanized lag screws. The number and diameter of studs, bolts, and lag screws shall be as recommended by the luminaire manufacturer.
B. CONDUIT AND JUNCTION BOXES: Unless otherwise shown on the Plans, 32 mm rigid galvanized steel conduit shall be used for the service riser and along the bridge. Unless otherwise specified, the underground conduit between the service riser and the bridge shall be 32 mm nonmetallic conduit. The underground conduit shall be joined in accordance with the manufacturer's recommendations and shall have a minimum burial of 600 mm. The conduit placed along the fender system walkway may be reduced to one 25 mm size and shall be either liquid tight flexible conduit or rigid galvanized steel conduit. However, liquid tight flexible conduit shall be used in all transition areas between rigid members. All conduit connections shall be waterproof. The connection of the conduit between the rigid galvanized steel conduit located on the faces of pier or bent columns and the conduit located on the fender system walkway shall be made using liquid tight flexible conduit with waterproof couplings and with sufficient length and slack to permit a minimum horizontal movement of 600 mm in each direction. Approved conduit expansion joints shall be provided at each bridge expansion joint. Flexible conduit shall be used when going from the bridge superstructure to substructure, from the bridge to the fender system, and in all transition areas between rigid members. Conduit shall be installed perpendicular to and/or parallel with the principal structural members. Conduit terminals at the junction boxes shall be fitted with bushings. The rigid galvanized steel conduit, junction boxes and expansion devices located underneath the bridge and down the face of pier or bent columns may be fastened to the concrete with powderactuated galvanized studs and clamps. The rigid galvanized steel conduit shall be supported at least every 3 m and within 1 m of junction boxes, luminaires, etc. The conduit along the timber walkway of the fender system shall be fastened thereto with 6 mm galvanized lag screws and clamps.
C. LIGHTING DURING CONSTRUCTION: When a bridge is under construction, the Contractor shall provide the lights and other signals necessary for the protection of navigation as may be prescribed by the United States Coast Guard.
583

529.05

D. INSPECTION: All materials and workmanship shall meet the requirements of the Plans and these Specifications and shall conform to the requirements of the National Electrical Code. The Work shall be subject to a satisfactory inspection by the Department, the Utility Company involved, and the United States Coast Guard. If the Coast Guard fails to make its inspection within 30 days, then the Department and the Utility Company will make the Final Inspection of the Navigation Lighting System, and the Contractor will be relieved of any further responsibility for the system after its acceptance by the Department.

529.05 TESTING AND ACCEPTANCE: Final acceptance of the Navigation Lighting System will be withheld for a testing period of 30 days of continuous nightly automatic operation after completion of the lighting work or until all other items in the Contract (except grassing) have been accepted, whichever occurs later. Any portion of this testing period which occurs after final acceptance of the other work will not be charged against the Contract Time. The cost of the electrical energy consumed during the testing period shall be borne by the Contractor. Any defects in materials or workmanship which may occur during the testing period shall be corrected by the Contractor at no additional cost to the Department.
529.06 MEASUREMENT: Each Navigation Lighting System completed and accepted at the location specified will be measured for payment on a Lump Sum basis.

529.07 PAYMENT: Each Navigation Lighting System completed and accepted at the location specified will be paid for at the Lump Sum Price bid for each system. This payment shall be full compensation for furnishing and installing all materials, for all labor, equipment, and incidentals necessary to complete the Item.

Payment will be made under:

Item No. 529. Navigation Lighting- Bridge No._ _

per Lump Sum

SECTION 53O-WATERPROOFING FABRICS

530.01 DESCRIPTION: This Work shall consist of waterproofing concrete and other types of masonry surfaces at locations shown on the Plans using composite waterproofing membranes.

A COMPOSITE WATERPROOFING MEMBRANES: This work consists of preparation and the application of a waterproofing membrane to concrete and other masonry surfaces at locations shown on the Plans.

1. MATERIALS: All materials shall conform to the requirements of the

following specifications:

Waterproofing Membrane Material:

888.03

584

530.01
2. CONSTRUCTION:
a. PREPARATION: The waterproofing membrane shall be placed where required by Plans. Priming and membraning shall be done only when the air and concrete temperatures are above 4C and all surfaces are thoroughly dry. Concrete shall be at least 14 days old prior to applying the primer. All hole cracks and depressions in the concrete surface to be waterproofed shall be filled flush with mortar composed of one part Portland Cement and two parts approved sand and cured in accordance with Sub-Section 500.12. Approved, commercially produced, fast setting; no sag grouts may be used to expedite the work. High spots, sharp points, and edges shall be chipped or ground smooth. The surface shall be thoroughly cleaned and dried.
b. PRIMING: All areas that are to receive membrane shall be primed and allowed to cure in accordance with the manufacturer's recommendations or as directed by the Engineer. Areas not covered with membrane in 24 hours must be reprimed.
c. OPENINGS, FLASHINGS AND STRUCTURE ENDS: At all points where there are openings for drains and pipes, and at the edges of structures, suitable provisions shall be made to prevent water from passing between the waterproofing and surface which it overlays. A manufacturer recommended edge seal must be applied in any area where the membrane is permanently exposed to sunlight.
d. WATERPROOFING AT JOINTS: Joints require a double thickness over properly sealed expansion, construction or control joints. The joint must be prestripped with a 300 mm wide membrane before the application of the main waterproofing. It is not necessary to prime the surface of this prestrip.
e. SEALING SEAMS: For all applications, all edge and end seams must be overlapped at least 100 mm.
f. APPLICATION OF MEMBRANE: Rub the entire membrane firmly and completely as soon as possible to minimize bubbles caused by outgassing of air or water vapor from the concrete. All fish mouths must be slit and the flaps overlapped, repaired with a patch pressed or rolled to make the seal, and the edges sealed with mastic. Misaligned or inadequately lapped seams must be patched with the membrane.
g. PROTECTION OF MEMBRANE: When necessary waterproofing membranes should be protected to avoid damage from backfill material or other construction activities using a manufacturer approved protection system.
h. REPAIR: Tears and inadequately lapped seams must be patched with the waterproofing membrane. Slit fish mouths and repair with a patch extending 200 mm in all directions from the slit and seal the edges of the patch with mastic. All damage shall be repaired by patching as soon as practicable.
585

530.02

530.02 MEASUREMENT: This Work will be measured for payment in square meters of accepted Waterproofing.

530.03 PAYMENT: This Work will be paid for at the Contract Price per square meter for Waterproofing complete in place.

Payment will be made under: Item No. 530. WaterproofingJly

per Square Meter

SECTION 531-DAMPPROOFING

531.01 DESCRIPTION: This work shall consist of Dampproofing concrete and other types of masonry surfaces.

531.02 MATERIALS: All materials shall meet the requirements of the following Specifications.

Bituminous Material for Dampproofing or Waterproofing

826.01

Unless otherwise specified, Pitch Type I or II shall be used only when required by the Contract. When pitch is required, Type I shall be used on vertical surfaces, and Type II shall be used on flat surfaces.
The primers specified in Sub-Section 826.01 shall be used with asphalt and pitch seal coats.

531.03 CONSTRUCTION: Surfaces to be dampproofed shall be thoroughly clean and dry. Concrete surfaces shall have cured a minimum of five days before dampproofing. A minimum of two applications of primer shall be sprayed and thoroughly absorbed before the next application.
After the final prime coat has been absorbed a seal coat having a temperature of 150C to 175C for asphalt and 90C for pitch shall be evenly applied. The seal coat shall be allowed to dry at least 2 days or longer as necessary for hardening before any water or earth is allowed to contact it. During the dry period, it shall be protected from the weather.

531.04 MEASUREMENT: This work will be measured for payment in square meters of accepted Dampproofing.

531.05 PAYMENT: This work will be paid for at the Contract Price per square meter for Dampproofing complete in place.

Payment will be made under: Item No. 531. Dampproofing

per Square Meter

SECTION 533-BRIDGE DECK WATERPROOFING MEMBRANE
533.01 DESCRIPTION: This work consists of surface preparation and the application of a protective Membrane to concrete bridge decks to serve as a waterproof barrier to be overlaid with Asphaltic Concrete. The waterproofing method shall be of the type specified on the Plans and shall consist of one of the following described methods:

586

533.03

A. METHOD A: A Waterproofing Membrane system placed directly on the Portland Cement Concrete bridge deck surface.

B. METHOD B: A Waterproofing Membrane system placed directly on a specified grade and thickness of freshly placed Asphaltic Concrete on the bridge deck.

533.02 MATERIALS: All materials shall meet the requirements of the following specifications:

Asphaltic Concrete Bituminous Prime Bituminous Tack Coat Sand for Blast Cleaning Waterproofing Membrane Materials

400 412 413 804 888.01

533.03 CONSTRUCTION:

A. METHOD A: Waterproofing Membrane Placed Directly on the Concrete Bridge Deck Surface:

1. SURFACE PREPARATION: All holes and depressions in the concrete surface to be waterproofed shall be filled flush with mortar composed of one part Portland Cement and two parts sand and cured in accordance with Sub-Section 500.12. Approved, commercially produced, fast setting grout may be used to expedite the work. After curing, the entire deck surface to which the Waterproofing Membrane is to be applied shall be sand-blasted to thoroughly clean the deck. All traffic paint and other deleterious materials shall be completely removed. All residue from sand-blasting shall be removed with compressed air. Water shall not be used to clean the deck. New bridge decks which are to receive Waterproofing Membrane shall be cured without the use of membrane-forming curing compounds or linseed oil treatment. High spots, sharp points and edges shall be chipped or ground smooth.

2. WEATHER CONDITIONS: Priming and membraning shall be performed only when the air and concrete surface temperatures are 10 C or above and the surface is thoroughly dry. Work shall not be done when the relative humidity is above 80%, or when rain is imminent.

3. PRIMING: The concrete decks shall be at least 14 days old prior to applying prime and membrane. All areas which are to receive Membrane shall be primed and cured in accordance with the manufacturer's recommendation or as directed by the Engineer.

4. PLACEMENT: The Waterproofing membrane shall extend at least 150 mm up the faces of the curbs, parapets and barriers in the transverse direction and to the outer limits of the approach slabs in the

587

533.03
longitudinal direction, unless otherwise designated on the Plans. The Membrane may be applied to the deck surface either by hand
methods or mechanical applicators. The membrane shall be applied to the concrete deck in a manner to
form a butt joint with the faces of open joints and at expansion devices and other joints as ordered. Suitable provisions shall be made to prevent water from passing between the waterproofing and the surface which it covers at the edges of the membrane and at all points where there are openings for drains.
Preformed sheet membrane shall be installed in a shingled pattern so that water is permitted to drain to the low areas of the deck without accumulating against seams, and shall be rolled into place with a lawn type roller to assure bond with primed surface, bond at overlaps, and to minimize the occurrence of air bubbles. Each strip will be overlapped a minimum of 100 mm. The Membrane shall be placed so that end laps will be in direction of paving operation. When the Plans indicate that the Waterproofing Membrane is to be placed continuously across any joint, an additional strip of preformed sheet membrane shall be placed transversely across deck joints. This strip shall have a minimum width of 450 mm and shall be centered across the joint. A mastic, of the type specified by the manufacturer, shall be applied at the face of the curb and at joints to ensure that the membrane is uniformly adhered to the concrete.
Immediately prior to paving over the Membrane, any air bubbles shall be eliminated by puncturing the membrane and forcing the air out. These holes and any ruptures shall be repaired as recommended by the manufacturer. Patches shall extend at least 150 mm beyond defect.
Drain holes in the deck shall be completely opened prior to paving over them and after placing the pavement course.
No construction traffic of any kind will be permitted on the Membrane prior to placing the surface pavement.
B. METHOD B: A Waterproofing Membrane system placed directly on a specified grade and thickness of freshly placed Asphlatic Concrete on the bridge deck.
1. Prior to application of the Asphaltic Concrete, the additional strip of Membrane, as noted above, shall be placed across the joints.
2. The bridge deck shall receive a tack coat at the rate specified by the Engineer. The specified grade and thickness of Asphaltic Concrete shall then be placed and compacted in accordance with the applicable provisions of Section 400.
3. As soon as possible after compaction of the Asphaltic Concrete, but after any water used in the compaction process has completely dried the Waterproofing Membrane shall be placed directly on the Asphaltic Concrete as specified in Method "A" above, except the tack coat or primer is not required on the Asphaltic Concrete beneath the Membrane.
588

533.05
C. APPLICATION OF BITUMINOUS OVERLAY-METHOD A AND METHODB:
1. A bond coat of an acceptable adhesive shall be applied to the surface of the Membrane, if required, in accordance with the Membrane manufacturer's recommendations prior to placing the overlay.
2. The Waterproofing Membrane shall be overlaid with the thickness or the quantity and the Type Asphaltic Concrete specified on the Plans. Asphaltic Concrete shall meet the requirements of Section 400 except as modified herein. Application of the bituminous overlay shall begin as soon as possible after placement of the Membrane and bond coat, if required, is completed.
3. The paving operation and asphaltic concrete temperatures shall be in accordance with the membrane manufacturer's recommendations and the applicable asphalt concrete pavement Specifications, or as directed by the Engineer. Only vehicles necessary for the construction shall be allowed on the Membrane. The Contractor shall be responsible for maintaining the condition of the Membrane until covered with pavement. The Asphalt Concrete shall be dumped directly into the receiving hopper, the truck shall pull forward and shall not be in contact with the paving machine while it is moving. Dumping the mixture onto the deck ahead of the paving machine will not be permitted. The Asphalt Concrete shall be spread and rolled in such a manner that the Membrane will not be damaged. The use of vibratory rollers, with the vibrator on, will not be permitted. A minimum percent compaction is not specified, however, compaction shall be accomplished to the satisfaction of the Engineer and all other applicable compaction requirements in Section 400 shall apply.
4. Unless otherwise specified, a final surface course of Type "D" Asphaltic Concrete, in the amount set forth on the Plans, shall be placed.
5. A breakdown roll shall be given the first asphalt concrete lift as soon as possible after the paving machine has passed.
533.04 MEASUREMENT:
A. Bridge Deck Waterproofing Membrane, complete in place and accepted, will be measured by the number of square meters of bridge deck and approach slabs covered. Material placed on curb faces and overlaps will not be measured.
B. Tack Coat and Asphaltic Concrete will be measured and paid for as provided under the respective Items of the Standard Specifications.
533.05 PAYMENT: Bridge Deck Waterproofing Membrane will be paid for at the Contract Unit Price per square meter, which payment shall be full compensation for the preparation of surfaces and for furnishing and applying the Waterproofing System.
589

534
Payment will be made under: Item No. 533. Bridge Deck Waterproofing Membrane (Method~

per Square Meter

SECTION 534-PEDESTRIAN OVERPASS BRIDGE
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 535-PAINTING STRUCTURES

535.01 DESCRIPTION: This Work shall consist of painting new and existing steel structures, steel H-piling and metal shell piling, and steel swaybracing, and the application of Special Protective Coatings to piling and swaybracing, all complete in place. It also includes the protection of traffic and property.

535.02 MATERIALS: All materials shall meet the requirements of the

following Specification:

Paint

870

535.03 EQUIPMENT:

A BRUSHING: Brushes shall preferably be round or oval in cross section. If flat brushes are used, their maximum width shall be 100 mm. On surfaces inaccessible to brushes, paint shall be applied with sheepskin daubers made for the purpose.

B. SPRAYING:

1. GENERAL REQUIREMENTS: If the spray method is used, the equipment may be of the air, cold airless, or hot circulating airless type, and will be subject to the Engineer's approval. Provisions shall be made for constant agitation of the paint. Equipment shall also include a mechanical device for thoroughly mixing all paints in the shipping containers before the paints are removed.

2. AIR SPRAY: When this air method is used, the system shall have suitable water traps in the air lines.

3. COLD AIRLESS SPRAY: When this hydraulic method is used, water
traps will not be required in the air lines, but their use will be permitted.

C. ROLLING: Rollers shall be of a kind suitable to the type of paint being applied and to the work areas involved, and they will be subject to the Engineer's approval. Worn rollers shall not be used. Suitable pans for dipping the rollers into the paint shall be provided. On surfaces inaccessible to rollers the paint shall be applied with sheepskin daubers made for the purpose.

590

535.04
Rollers shall not be used to apply pile paints, swaybracing paints, or Special Protective Coatings to piling and swaybracing.
D. INSPECTION EQUIPMENT: The system applicator shall have wet and dry film gauges, surface thermometers, sling psyscometer, and a sand blasting finish gauge. When field cleaning and painting, the Contractor will furnish a lift truck, bucket truck or snooper truck to the satisfaction of the Engineer in order to facilitate inspection of all steel during the cleaning and painting operation.
535.04 CONSTRUCTION:
A CLEANING AND PAINTING NEW STEEL STRUCTURES:
1. CLEANING OF SURFACES:
a. CLEANING: All steel H-piIing, metal shell piling, and steel swaybracing that are to receive special protective coatings shall be field blast cleaned before painting. The extent of cleaning for members that receive a No. 2P coating shall be SSPC-SP6, Commercial Blast Cleaning. Blast Cleaning for IP coatings shall be SSPC-SP7.
All structural steel metal surfaces to be painted or weathering structural steel to be unpainted shall be thoroughly shop cleaned. The extent of cleaning shall be SSPC-SP6, Commercial Blast Cleaning. In addition to the shop cleaning, unpainted weathering steel shall be field cleaned to the SSPC-SP6 finish. See Plans for additional notes concerning field cleaning of unpainted steel.
b. FIELD CLEANING: Surfaces which will be in contact after field welded or bolted connections are made shall be free of paint and metal spatters. They shall be cleaned as noted in Cleaning above prior to the welding or bolting.
The remainder of the structural steel shall be similarly cleaned, but this work may be delayed until concreting work is completed and the main painting operation is ready to begin. Bent metal shall be straightened ahead of cleaning.
If a prime coat on structural steel fades, or chalks due to oxidation the oxidation shall be thoroughly removed by brushing or by washing with water until the sound prime coat is visible. Each span or unit of work will require the Engineer's inspection and approval before painting is started.
2. WEATHER CONDITIONS: Except as specified below, paint shall be applied only when the temperature of the air and surface are above 4 C with a maximum permitted surface temperature of 60C. The relative humidity shall be below 85 percent, and the surface temperature of the steel shall be atleast 3C above dew point. Paint shall not be applied to surfaces which are damp or otherwise unsatisfactory. Metal shall not be painted when its temperature is sufficiently high to cause separation of the oil in the paint, nor shall painting in open yards or on erected structures be done when the metal is sufficiently hot
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to cause the paint to blister or produce a porous paint film. When System VI is specified on the Plans, the minimum air and
surface temperature for which paint shall be applied shall be lOoC. Metal shall not be painted when freezing weather is forecast or
expected in the time which would occur before the paint has dried.
3. NUMBER OF COATS AND COLORS:
a. COATS: Generally, all new stmctural metal shall be painted with one shop prime coat, one field touch-up coat, and two field weather coats. However, where exposure conditions are severe, one additional prime coat may be required.
b. COLORS: The type and color of paint coats shall be as required by the System number shown on the Plans. If succeeding coats are of the same type and color, one of the underlying coats shall be tinted as required by the Specifications.
c. PROPER DRYING: Each coat shall be thoroughly dry and cured before the next coat is applied. A minimum of 24 hours shall elapse between coats, and longer periods may be required, depending upon the weather conditions and the type of paint being applied.
4. THINNING OF PAINT: Paints shall not be thinned or diluted in any way.
5. PAINTING OF SURFACES:
a. METHOD OF APPLICATION: Paints shall be thoroughly mixed with mechanical devices in the shipping containers before the paint is removed.
Painting shall be done in a neat and quality manner. Paint may be applied by either brushing, spraying, or rolling method, except that rollers shall not be used as specified in Sub-Section 535.03.C. Paint shall be of the proper formulation to match the method of application, that is, the formulation shall be either the Brush, Roller, Airless Spray, or the Air Spray Type. When the brush or roller method is used, the paint shall be manipulated under the brush or roller to produce a uniform, even coating in close contact with the metal or the previous coat. The paint shall be worked into all corners and crevices and sufficient paint shall be kept on rollers and their application overlapped such that unsightly or mottled areas will be avoided.
592

535.04

TABLE OF PAINT SYSTEMS, APPLICATION METHODS AND MINIMUM REQUIRED DRY FILM THICKNESS IN MILLIMETERS.

No. of Coats
SYSTEMN

PAINT SYSTEMS

t,

Color of Coats

mm

Total t =0.127

Primer Touch-Up 2nd Coat 3rd Coat 4th Coat
SYSTEM V

Red Red Buff Green NONE
Total t =0.165

0.051 *
0.051 0.025
X

Primer Touch-Up 2nd Coat 3rd Coat 4th Coat
SYSTEM VI

Red (T) Red Red Buff Green
Total t =0.228

0.051 *
0.051 0.038 0.025

Primer Touch-Up

Brown Brown

0.076 *

2nd Coat 3rd Coat 4th Coat

Buff or White Green None

0.076
0.076 X

*t (T)

==T0i.0n5te1dfor

Touch-Up

Coats

Use the Paint No's shown below when the method of application is by:

~

~

Airless

Spray

Air

Hydraulic.8Im!s

ORDINARY EXPOSURE - Green SYSTEM IV (Lead Free)

1A

1A

1A

1A

2mA

2mA

X

X

1A

X

1A

X

2A

X

@

X

X

X

593

535.04
a a
a
2A
m

HEAVY EXPOSURE - Green SYSTEM V (Lead Free)

a

a

x

a

a

x

~

~

X

2A

2A

X

m

m

x

ORDINARY EXPOSURE - Green System VI (Waterborne) shall be one of the proprietary Waterborne systems listed in QPL 73. The method of application may be brush, roller, airless spray hydraulic or air
spray in accordance with manufacturer's recommendations.

b. SHOP PAINTING OF SPECIAL SURFACES:
(1) CONCRETE CONTACT AREAS: Unless otherwise specified, surfaces which will be in contact with plastic concrete shall not be shop painted. However, steel surfaces, including non-galvanized handrail posts, non-embedded armored joints, etc., which will be in contact with previously poured and hardened concrete, shall be given two coats of primer.
(2) INACCESSIBLE AREAS: Surfaces not in contact with concrete, but which will be inaccessible after assembly or installation shall be painted before assembly with two coats of primer.
(3) CONNECTION AREAS; Surfaces which will be in contact with one another after welded or bolted connections are made shall not be shop painted. Areas adjacent to field welds shall not be shop painted.
(4) MACHINE-FINISHED SURFACES: Certain machine-finished surfaces as noted in Sub-Section 501.03.B.ll. shall be either shop painted or coated with the material as noted therein.
(5) ADVERTISING: No advertising of any type will be permitted on any structural steel.
(6) PLATES IN CONTACT WITH ELASTOMERIC PADS; Plates which are to be in contact with elastomeric bearing pads shall be given one coat of the shop primer specified on the Plans, as follows: All surfaces and edges which will be exposed after the erection of all components shall be painted. The primer paint shall be omitted by the shop from any areas to be welded and from the area bearing against the elastomeric pad. The blocked-out, no-paint area shall be dimensioned and located to an accuracy of plus or minus 13 mm of the theoretical location and size of the elastomeric pad.
c. HANDLING OF SHOP PAINTED STEEL: Steel shall not be handled or loaded until the shop paint is dry.
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535.04
d. FIELD PAINTING:
(1) IMMEDIATELY BEFORE ERECTION: Steel surfaces, including non-galvanized handrail posts, non-embedded armored joints, etc., which will be in contact with previously poured and hardened concrete, shall be touched up as required with primer before installation, or given two coats of primer if this item was omitted at the shop. Installation shall not be made until the paint has thoroughly dried.
(2) IMMEDIATELY AFTER ERECTION: After steel erection is completed, unprimed surfaces of connection areas requiring paint shall be cleaned as specified above in Sub-Section 535.04.A.1., and primed with the paint specified in the System number shown on the Plans. Connection areas include welded or bolted splices, beam and diaphragm connections, and bracing connections. Welded connections shall not be primed until inspection work (magnetic particle), if specified, is completed and the welds are approved, nor until the weld metal has been cleaned in accordance with the governing Specifications.
(3) IMMEDIATELY AFTER CONCRETING: After concreting work is completed, the cleaning specified in Sub-Section 535.04.A.1. shall be done. All shipping and erection marks and the heads of all bolts and all other surfaces from which the prime coat has become worn off or otherwise defective shall be thoroughly covered with one coat of touch-up primer paint and allowed to dry thoroughly. If the removal of any oxides described in Sub-Section 535.04.A.l.b. results in damage to the prime coat to the extent that bare metal is exposed after cleaning, this exposed bare metal shall be primed with an additional coat at the Contractor's expense. If the cleaning of carbonate merely reduces the prime thickness, the Contractor may use the two field weather coats to obtain the total thickness required for the particular System involved. When the two field weather coats are to be of other types of paint, the prime thickness shall be obtained by using additional prime paint. The exposed edges of flanges of rolled beams and of built-up girders, the edges of angles and stiffeners, and the exposed edges of plates such as gusset plates, splice plates, and cover plates shall be striped with an additional coat of primer during the touch-up operation. It is the intent of these Specifications that all such sharp, exposed edges have two full coats of the primer paint, including the shop coat.
(4) CRACKS AND CAVITIES:
a. When System IV or V is indicated on the Plans, all cracks and cavities which are not sealed watertight by the first field coat shall be filled with a pasty mixture of Zinc Hydroxy Phosphite and linseed oil before the second field coat is applied.
595

535.04
b. When System VI is indicated on the Plans, all small cracks and cavities which are not sealed watertight by the first field coat shall be filled with a pasty mixture, recommended and supplied by the manufacturer, before the second field coat is applied.
e. DEFECTIVE WORK: All applied paint which does not meet the requirements of these Specifications shall be removed or corrected by approved means. All paint which is applied on improperly cleaned surfaces shall be removed, and these surfaces shall be cleaned and repainted to the satisfaction of the Engineer.
6. PAINT SYSTEMS: Generally, one of the Systems shown in Sub-Section 535.04.A.5. will be required by the Plans. In the absence of Plan requirements, System IV shall be used. If the minimum required total dry film thickness specified for the particular paint system is not obtained after the application of the proper number of coats and colors, additional coats will be required at the Contractor's expense.
B. CLEANING AND PAINTING EXISTING STEEL STRUCTURES:
1. CLEANING OF SURFACES:
a. GENERAL CLEANING: The following requirements shall apply to the blast cleaning of all steel structures. Pedestrian, vehicular and other traffic upon or underneath or adjacent to the structure shall be protected. All portions of the structure (superstructure, substructure, and highway appurtenances) that could be damaged by the blast cleaning operations shall be protected by covering or shielding.
The Contractor shall be responsible for any damage to vehicles, persons, or property, resulting from cleaning operations.
During blast cleaning operations, the Contractor shall make provisions for protecting existing traffic from hazards resulting from blast cleaning operations. These provisions shall include a system that protects from direct blasting, and prevents abrasive materials and spreading debris onto any area where a traffic hazard would be created. Any activity that affects traffic to the point of disrupting flow shall be suspended or performed behind screens.
Whenever the intended purposes of the protective devices are not being accomplished, work shall be suspended until effective corrections are made. In addition, any abrasive material and debris deposited on the pavement, shoulders, or slope paving in the work area shall be removed before those areas are reopended to traffic.
The blasting abrasives shall be low dusting mineral abrasives which contain a minimum of ten percent (10%) by weight G-80 steel grit blended homogeneously throughout the blasting abrasive or 100% steel grit. Alternate abrasive mixtures proposed by the Contractor must be
596

535.04
approved by the Office of Materials and Research before use. Abrasives shall contain no more than 100 ppm of any corrosive compound such as sulfate or chloride. Abrasives shall not contain EPA characterisitic compounds such as lead, chromium, or arsenic which can be detected by the EPA Toxicity Characteristic Leaching Procedure (TCLP). The mineral abrasive used to blend with steel grit will be listed in the Department's Qualified Products Manual.
Prior to blast cleaning a beam or girder, accumulated dust and debris shall be removed from the top of the bottom flange.
After cleaning steel surfaces and before applying paint, the Contractor shall clean the deck, piers, railing, other adjoining parts of the structure, and the slope paving of all sand, dust, or other foreign matter.
Railings, name plates, and all other interfering parts shal be removed, if required, so that all surfaces may be cleaned and painted. After painting has been completed, they shall be replaced satisfactorily.
Each span or unit of work will require the Engineer's inspection and approval before painting is started.
The extent of removal of old paint will be in accordance with (3) below, unless the method described by (1) or (2) is required by the Special Provisions or Plans.
(1) PARTIAL REMOVAL OF PAINT: This work shall be in accordance with Section 535 - Painting Structures (Encapsulation of Lead Based Paint Systems).
(2) COMPLETE REMOVAL OF FIELD WEATHER COATS: The entire field weather coats shall be removed to hard, tight primer.
(3) REMOVAL OF ALL COATS TO BARE METAL: All paint shall be removed by blast-cleaning or other approved means to clean, bare metal. The extent of cleaning shall be Steel Structure Painting Council (SSPC) - SP6, Commercial Blast Cleaning with an anchor pattern between 0.025 and 0.051 mm, unless otherwise approved by the Engineer.
The Contractor shall clean only as much metal as can be painted before it becomes rusted. Surfaces which become rusty after cleaning shall be cleaned again before they are painted.
b. FIELD CLEANING: Bent metal shall be straightened ahead of cleaning.
After cleaning steel surfaces and before applying paint, the Contractor shall clean the deck, piers, railing, and other adjoining parts of the structure of all sand, dust, or other foreign matter.
Railings, name plates, all other interfering parts shall be removed, if required, so that all surfaces may be cleaned and painted. After painting has been completed, they shall be replaced satisfactorily.
597

535.04
Each span or unit of work will require the Engineer's inspection and approval before painting is started.
The extent of removal of old paint will be in accordance with subparagraph (3) below, unless the method described by subparagraph (1) or (2) is required by the Special Provisions or Plans.
(1) Partial Removal of Paint: Portions of the paint coats which are badly weathered or improperly bonded shall be removed.
(2) Complete Removal of Field Weather Coats: The entire field weather coats shall be removed to hard, tight primer.
(3) Removal of All Coats to Bare Metal: All paint shall be removed by blast-cleaning or other approved means to clean, bare metal.
The Contractor shall clean only so much metal as can be painted before it becomes rusted. Surfaces which become rusty after cleaning shall be cleaned again before they are painted.
c. CONTRACTOR CERTIFICATION: Contractor certification is required to perform work on this item. Structural steel painting supervisors representing Contractors shall be certified by either attending a Departmental Structural Steel Painting Workshop or by being SSPC certified for hazardous paint removal in accordance with the SSPC-QP2 Contractor Certification Program. Structural Steel Painting Supervisors shall be on site during any lead paint removal or spent materials activities on a project.
No lead paint removal shall be performed by a Contractor or Subcontractor before a Project Bridge Repainting Pre-construction Conference is held, nor shall lead paint removal be performed by a Contractor or Subcontractor which is not certified as described above.
d. HAZARDOUS WASTE HANDLING: The Contractor is directed to Section 107 of the Standard Specifications which requires the Contractor to be responsible for the work site, and for conformance to all federal, state, and local laws relating to pollution control and worker protection, particularly, the provisions of the laws concerning the management ofhazardous waste and worker protection.
Disposal of hazardous spent material is only allowed at a licensed hazardous waste disposal facility. The waste shall be transported to the facility by EPA approved licensed waste haulers. The disposal facility may require a sample of spent material for confirmation testing prior to receiving shipment. Each truck load of hazardous waste shall be documented by a EPA "Uniform Hazardous Waste Manifest."
The Contractor will be required to obtain a separate United States Environmental Protection Agency, Generator LD. Number, for each bridge where the spent material is determined to be hazardous waste, according to the Toxicity Characterisitic Leaching Procedure (TCLP) results. The generator LD. number must be obtained from the Georgia
598

535.04
Environmental Protection Division, Hazardous Waste Management at (404) 656-2833. This number must be obtained within 30 days of receiving the TCLP results. The Contractor shall provide a copy of the Generator J.D. Number to the Project Engineer and to the Office of Maintenance, Bridge Inspection Unit, No.2 Capitol Square, Atlanta, Georgia 30334.
e. HEALTH AND SAFETY RESPONSIBILITY: It is the responsibility of the Contractor to provide effective engineering and work practice controls to insure adequate protection of employee health and safety.
Prior to beginning work the Contractor shall:
(1) Certify to the Engineer that all personnel involved with lead paint removal operations (including rigging and material handling personnel) have received training and understand the applicable parts of the latest edition of OSHA Standards 29 CFR 1910 and 29 CFR 1926 including any amendments. This certification must be signed by all personnel involved with lead paint removal.
(2) Provide test results from an OSHA Certified Laboratory showing blood lead levels of all employees that may receive lead exposure during the project; and, a medical monitoring schedule to verify acceptable blood lead levels during and/or after the project has been completed.
f. BLAST CLEANING CONTAINMENT REQUIREMENTS: Prior to commencing work at each bridge, the Contractor must submit drawings of the proposed containment system to the Engineer for approval. The Contractor shall also submit the design of the systems to be employed, including an analysis of the load which will be added to the exisiting structure by the containment system and blast waste. The load analysis shall be performed and stamped by a licensed Professional Engineer registered in the State of Georgia and experienced in bridges. The analysis shall assure that the system will not induce a load on the bridge which will create an overstress condition or otherwise affect the structural integrity of the bridge.
In no case, shall the containment system or equipment encroach upon the minimum bridge clearances shown on the Plans, unless otherwise approved by the Engineer.
The Contractor shall also submit to the Engineer for approval an Emergency Contingency Plan for clean up of any spills which result from failure of the containment system, spent material recovery system, or storage containers.
The Contractor shall contain the paint chips abrasive particles, and dust or debris, hereinafter referred to as "spent material", resulting from the cleaning and blasting operations.
Tarpaulins shall be made of an airtight material and shall be tightly
599

535.04
secured at the seams. Burlap or open weave materials will not be allowed.
The degree of containment shall be in accordance with the 1992 edition of SSPC Guide 61 (CON), Class 3. The containment materials and support structure may be flexible or rigid. All seams and joints must be fully sealed by taping or overlapping all tarps a minimum of 600 mm. The entryway shall be overlapped by at least 1 m.
Negative pressure shall be employed as verified through the concave nature of the containment materials while taking into account wind effects, or by using smoke or other visible means inside or outside the containment to observe air flow.
Air exhausting from the containment shall be filtered with a properly sized dust collector, bag house or other approved method. During abrasive blasting operations, the crossdraft and downdraft air movement within the containment must be in accordance with all applicable OSHA regulations.
The spent material shall be collected daily and stored in waste disposal containers located at the bridge or at another storage site approved by the Engineer. The waste containers used shall be approved by the Engineer and shal be so located as not to cause a potential traffic hazard. Waste containers shall be stored in a fenced secured area, not located in a stormwater runoff course or standing water. The Contractor shall label all waste containers in compliance with the hazardous waste laws. The waste shall not be disposed of until authorized by the Engineer.
The collected spent materials shall be tested, treated and disposed of in accordance with Sub-Section 535.04.B.l.f. of this Specification.
(1) BRIDGE OVER WATERWAYS: The following additional requirements apply to all bridges over waterways. There shall be no scum on the surface of the water outside a 60 m limit of the bridge. A floating boom shall be stretched across the waterway at or before, this 60 m limit, on the downstream and/or down wind side of the bridge to contain any floating spent material. If any floating residue is found outside this 60 m limit, the protection will be considered inadequate and further containment measures will be required. If the wind velocity is sufficient to blow the residue outside the 60 m limit, the blast cleaning operation will be temporarily suspended by the Engineer. The Contractor shall provide a flotation device, in the water located directly underneath the area being blast cleaned, to collect the spent material. If the stream is too shallow for a barge, the Contractor shall erect a temporary platform or tarpualing arrangement to collect the spent material. The proposed method for collecting the spent material shall be submitted, in writing, to the Engineer for approval.
600

535.04
(2) ALTERNATE METHOD FOR TOTAL CONTAINMENT: The Contractor may propose an alternate method for achieving total containment of the dust and spent materials generated during the blast cleaning of the structural steel. The Department reserves the right to reject any proposed alternate method that does not satisfy all the concerns of the Department in the safe removal and containment of lead based paint from bridge structures. The evaluation and approval procedure will proceed in two phases.
Phase 1. The Contractor shall submit a detailed written proposal describing the alternate containment and blasting method. This description must be specific in terms of materials and equipment to be used, noise levels expected from the equipment and worker safety and health information. References must be supplied where the alternate method has been previously used. No methods will be accepted that have not been previously used or demonstrated.
The Department will review the information submitted and may either reject the proposal or issue a conditional approval.
Phase 2. If a conditional approval is granted, the Contractor may demonstrate the alternate methodfor containment and blast cleaning on a trial basis. The Department will evaluate the effectiveness of all dust and spent materials, worker safety and health concerns and noise levels. If any of these evaluations find the method unacceptable, the Department reserves the right to reject the alternate method and require the work to be done in accordance with this Specification. If the alternate method is approved for use, no additional payment above the established contract unit price will be made.
g. HANDLING OF SPENT MATERIALS: The spent material collected and stored in the waste containers will be sampled by the Contractor and tested by a certified independent laboratory in accordance with the Toxicity Characteristic Leaching Procedure (TCLP). Collection, storage, sampling, and testing shall be performed in accordance with SSPC Guide 71 (DIS), Section 5. A copy of all TCLP results shall be forwarded to the Department. If the TCLP toxicity test results do not classify the spent material as a hazardous waste, then the Contractor shall uniformly blend twenty percent Portland cement with the spent material and solidify the mixture before disposing of it at a licensed solid waste landfill. The cost of treatment and disposal of nonhazardous spent material shall be considered incidental to the pay item.
If the TCLP toxicity test results do classify the spent material as a hazardous waste, the Contractor shall submit a request for treatment on-site in accordance with Environmental Protection Agency and Environmental Protection Division guidelines. This treatment request must be submitted a minimum of thirty days prior to treatment. Treatment shall be the same as described for non-hazardous spent
601

535.04
material above. Hazardous waste material may be treated off-site if the treatment is performed by a licensed hazardous waste treatment facility in accordance with EPA and EPD guidelines. A copy of all manifests and other pertinent documents shall be forwarded to the Department.
After solidification of the spent material, the waste will be sampled by the Contractor and tested by an independent laboratory in accordance with the TCLP toxicity test. If the spent material is classified as a nonhazardous waste by this test, it shall be disposed of by the Contractor at a licensed Subtitle D or C Landfill. The cost of disposal shall be considered incidental to the pay item.
If after treatment, the spent material is classified as a hazardous waste by the TCLP test, it shall be disposed of by the Contractor at a licensed hazardous waste disposal facility. Hazardous waste disposal shall be paid for as specified under Sub-Section 535.05.B. of this Specification.
EPA and EPD rules require notification and certification of treated hazardous spent abrasives. This notification shall include the following:
1. Name and address offacility receiving the shipment.
2. Description of the waste as initially generated, including the applicable EPA Hazardous Waste Number (s) and treatability group (s).
3. Treatment standards applicable to the waste at the initial point of generation.
4. Certification must be signed by an authorized Contractor representative.
2. WEATHER CONDITIONS FOR CLEANING AND PAINTING STEEL STRUCTURES: The requirements of Sub-Section 535.04.A.2 specified for new steel structures shall apply to existing steel structures.
3. NUMBERS OF COATS AND COLORS:
a. COATS AND COLORS: Steel from which paint has been removed as specified in Sub-Section 535.04.B.1.a. (1) shall be touched up on bare metal spots with Primer and given two weather coats, all of the color and type as required by the Special Provisions or Plans.
Steel from which paint has been removed as specified in Sub-Sections 535.04.B.1.a. (2) and (3) shall be given one full prime coat and two weather coats, all of the color and type required by the Special Provisions or Plans.
If succeeding coats are of the same type and color, one of the underlying coats shall be tinted as required by the Specifications.
b. PROPER DRYING: The requirements of Sub-Section 535.04.A.c. specified for new steel structures shall apply to existing steel structures.
4. THINNING PAINT: The requirements of Sub-Section 535.04.A.4.
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535.04
specified for new steel structures shall apply to existing steel structures.
5. PAINTING OF SURFACES:
a. METHODS OF APPLICATION: The requirements of Sub-Section 535.04.A.5.a. specified for new steel structures shall apply to existing steel structures.
b. CRACKS AND CAVITIES:
(1) When System IV or System V is indicated on Plans, all small cracks and cavities which are not sealed watertight by the first field coat shall be filled with a pasty mixture of zinc hydroxy phosphite and linseed oil before the second field coat is applied.
(2) When System VI is indicated on the Plans, all small cracks and cavities which are not sealed watertight by the first field coat shall be filled with a pasty mixture recommended and supplied by the manufacturer before the second field coat is applied.
c. PAINT THICKNESS: The minimum required dry film thickness and the additional coats specified in Sub-Section 535.04.A.5. for new steel structures shall apply to existing steel structures. However, when new paint is applied over existing sound paint, the required wet film thickness of the new coats shall be that required by the Special Provisions or Plans.
d. DEFECTIVE WORK: The requirements of Sub-Section 535.04.A5.e. specified for new steel structures shall apply to existing steel structures.
C. CLEANING AND PAINTING STEEL H-PILING, METAL SHELL PILING, AND STEEL SWAYBRACING:
1. CLEANING: Cleaning shall be done as specified in Sub-Section 535.04.A.1.
2. WEATHER CONDITIONS: Except as specified below, paint shall be applied in accordance with Sub-Section 535.04.A.2. Painting in open yards or on erected structures shall not be done when the metal is sufficiently hot to cause the paint to blister or produce a porous film. Metal shall not be painted when freezing weather is forecast or expected in the time which would occur before the paint has dried.
3. NUMBER OF COATS AND COLOR: Only when so shown on the Plans shall steel swaybracing, steel H-Piling, and metal shell piling be painted with the No. 1 P system, described in Sub-Section 870.06.A. Otherwise these components shall be coated with a No.2 P system. No. 1 P systems formulated as a first application primer and a separate finish coat shall be applied so that the primer component is the first coat. Successive coats may consist of application of primer or fmish coat except that the final coat shall be the component approved as a fmish coat. Containers shall be clearly labeled as primer or finish coat.
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535.04
4. PROPER DRYING: Each coat shall thoroughly dry before the next coat is applied.
5. THINNING PAINT: Pile paints shall not be thinned or diluted in any way.
6. PAINTING:
a. METHOD OF APPLICATION: The black paints noted in Sub-Section 535.04.C.3. may be applied by either the brushing or spraying methods. When a brush is used, paint shall be applied in a manner to plaster or trowel the steel surfaces with a thick application, brushing it out only as required to obtain uniform thickness but without any special attempt to brush out for neatness. Paint shall be worked into all corners and crevices.
b. RATE OF APPLICATION: Each coat of either paint type shall be applied at a minimum rate of 0.7 Um2 of surface area, but in all cases the total dry film thickness of all coats shall be as specified below.
c. THICKNESS OF PAINT: The final dry film thickness of the completed work shall be a minimum of 0.635 mm. Any additional coats required to achieve the minimum dry film thickness specified shall be applied at the Contractor's expense.
d. EXTENT OF PAINTING: Exposed piling shall be coated with a No.2 P system. All piling in the stream bed and within 3 m of the top of the stream bank shall be coated with the No.2 P system from 1.5 m below the stream bed to the bottom of the concrete cap. End bent piles shall be coated 600 mmbelow the bottom of the cap or concrete encased as defined in Sub-Section 520.04. For those piling which are to be encased in accordance with Section 647, extent of painting with 2 P paint shall be in accordance with Sub-Section 520.04.
Test piles located in permanent surface water shall be coated with a
No.2 P system in accordance with the Specifications, before driving, a
sufficient distance to ensure that the coated portion will extend 1.5 m below the stream bed or bottom.
D. SPECIAL PROTECTIVE COATINGS FOR STEEL PILING AND SWAYBRACING AND FOR CONCRETE PILING: Special Protective Coatings shall consist of a No.2 P coating unless a No.1 P is required by the Plans. Application shall be to the extent specified in Sub-Section 520.04. The material shall be applied in a minimum of two coats by brushing. The second coat shall be applied at right angles to the first coat. The elapsed time between coats shall be as recommended by the manufacturer. The finished film shall be free of holidays and pinholes, and it shall exhibit complete coverage of the underlying surface. Where welding is involved, the material shall not be applied until the weld has been placed and cleaned. Where swaybracing members are required to be welded to piles and painted in advance, the coating shall be burned off at the weld location, and the burned area shall be thoroughly
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535.05
cleaned by scraping and power-operated wire brushing before welding. After the weld has been made and cleaned, the area shall be recoated as provided in these Specifications.
Preparation of surfaces, including sandblasting, preparation of material, coverage, wet and dry film thicknesses, temperature considerations, use of primers, and drying and curing time all shall be in accordance with the manufacturer's recommendations. Piles painted in advance shall not be driven until the second coat has thoroughly dried and completely cured.
After application, any areas damaged to the extent that the protection has lost its effectiveness, as determined by the Engineer, shall be coated again.
E. PROTECTION: The Contractor shall protect the structure, adjoining property, and the public from danger and damage due to cleaning and painting. This shall include the protection of all traffic - pedestrian. vehicular, and marine - on or underneath the structures being painted. It shall also include the protection of all parts of all structures, including slope paving, from disfigurement from paint and other painting materials. Slope paving stained during painting of any structure shall be cleaned to the satisfaction of the Engineer. The Contractor shall furnish all signs, warning lights, barricades, enclosures, and watchmen as required by the Manual on Uniform Traffic Control Devices or by the Engineer.
535.05 MEASUREMENT AND PAYMENT:
A. NEW STEEL STRUCTURES: The cost of painting new steel structures shall be included in the Contract Price for Structural Steel, and no separate payment will be made.
B. EXISTING STEEL STRUCTURES: The cleaning and painting of existing steel bridge structures will be paid for at the Contract Unit Price for the following item "Painting Existing Steel Structure Station or Bridge LD. No. _ _." This pay item includes payment for all equipment (including a "flotation device" or temporary platform on waterway bridges), work platform, TCLP testing, materials and work necessary for removal of leadbased paint and for the containment, collection and storage of spent materials, water, and slurry generated by abrasive blasting. Any treated spent materials that are designated as hazardous waste in accordance with the TCLP Toxicity test shall be disposed of as hazardous waste materials and shall be paid for under a force account basis. The Engineer will reimburse the Contractor, based upon invoices from the licensed hauler and disposal facility. An additional amount equal to three percent of the total invoices will be paid as administrative costs incurred by the Contractor. The cost of collecting the spent material, loading into containers, on-site treatment, furnishing the containers and loading the containers into the licensed hauling unit will not be paid for and will be considered incidental to the force account.
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537
The disposal of all other spent materials collected shall be considered incidental to the pay item "Painting Existing Steel Structures."
C. PILING AND STEEL SWAYBRACING: The cost of placing Special Protective Coatings or of painting any type of piling shall be included in the Contract Price for Piling, and no separate payment will be made.
The cost of placing Special Protective Coatings or of painting steel swaybracing shall be included in the Contract Price for Structural Steel, and no separate payment will be made.
D. PAYMENT: Payment, as specified above, will be full compensation for all costs, direct and indirect, of complying with the requirements of this Specification.
Payment will be made under: Item No. 535. Painting Existing Steel Structure, Station_ _ .....................................................................................................per Lump Sum Item No. 535. Painting Existing Steel Structure, Bridge LD. No. _ _:-.....................................................................................................per Lump Sum
SECTION 537-CATILE PASS
SECTION 538-POST-TENSIONED PRESTRESSED CONCRETE CONSTRUCTION
The Specifications for the Work covered under these Sections will be either Special Provisions in the Proposal or will be included in the current Supplemental Specifications Book.
SECTION 54o-REMOVAL OF EXISTING BRIDGE
540.01 DESCRIPTION: This Work shall consist of removal and disposal or salvaging as specified in Sub-Section 540.02.D. all or parts of an existing bridge for the Department's further disposition. It includes, but is not limited to, the following: removal of all or part of the superstructure and/or the substructure as hereinafter described; excavation required to affect removal unless such excavation is required as a part of another Pay Item; backfilling made necessary by such removal and/or such excavation. Parts of the structure so removed will not be included in the measurements for any excavation to be paid for under another Pay Item.
540.02 REMOVAL:
A SEQUENCE OF OPERATIONS: No existing structure shall be removed or closed to traffic until traffic has been satisfactorily provided for as required by the Plans or the Engineer. However, no burial will be allowed under any conditions in areas designated by the Department as wetlands.
606

540.02
B. EXTENT OF REMOVAL: Superstructures, or parts thereof, shall be removed as shown on the Plans. Unless the Plans require the use of old substructures or parts of them as permanent parts of the new structure, the entire substructure shall be removed to the stream bed or natural ground line. In addition, all parts of the substructure which interfere with the new work shall be removed and no part shall remain within the limits of any excavation which is required as part of another Pay Item. Abutments or end bents which do not interfere with the stream flow or the new work may be left in place provided the Plans so indicate. Otherwise, abutments or end bents shall be removed and the existing fill immediately adjacent to them shall be sloped to a pleasing appearance as determined by the Engineer. All fender systems and dolphins shall be removed to the stream bed. At locations where culverts will replace an existing bridge all portions of the existing bridge, including piling, lying within the area of the proposed culvert shall be removed to a minimum depth of 1.5 m below the flow line of the culvert.
C. CARE IN REMOVAL: Only approved methods shall be used in the removal of an existing bridge. Care shall be taken in blasting to prevent property damage or injury. If any part of any separate unit of an existing structure is to be incorporated into the new structure, the parts to be removed from that unit shall be removed without blasting. When existing structures are to remain as part of a widened structure, parts of such structures required to be removed shall be removed by a method which results in a neat, workmanlike job. The face of the joint shall be left essentially true to the line and plane indicated on the Plans. If the Plans provide for the reuse of existing reinforcement, the reinforcement shall be cleaned, straightened, or bent to the required dimensions, and cut, all as an incidental part of this work. The Contractor shall determine from the Plans those parts, if any, to be salvaged for the Department's further disposition, and he shall arrange his method of operation accordingly. He shall be responsible for any damage to salvageable materials, due to carelessness and shall replace or compensate the Department for all damaged salvageable materials. When the use of a wrecking ball is allowed, no blows shall be struck within 600 mm of the edge of any member to be salvaged for the Department.
D. DISPOSAL AND OWNERSHIP OF MATERIALS: Only the material designated on the Plans for salvage shall be salvaged. This material shall be disassembled and neatly stockpiled near the bridge site and above high water. The Contractor shall not make use of any materials stockpiled for the Department without written permission from the Engineer. All other materials removed shall become the property of the Contractor, who shall remove them from the bridge site or,. if permitted,
607

540.03

bury them neatly within the right of way, all without additional compensation.
Disposal of the above materials shall be in accordance with SubSection 201.02.E.

540.03 PAYMENT: This work will be paid for at the Contract Price per Lump Sum which will be full compensation for all things necessary to complete The Work.
The cost of any excavation necessary solely for the removal or disposal of all or parts of an existing structure, and which is not within the limits of any excavation required as part of another Pay Item, shall be included in the Contract Price for this work. This price shall also include the cost of backfilling excavation performed for these purposes.

Payment will be made under: Item No. 540. Removal of Existing Bridge_
Sta_ _ Item No. 540. Removal of Parts of Existing Bridge_
Sta_ _

per Lump Sum per Lump Sum

SECTION 541-DETOUR BRIDGES
541.01 DESCRIPTION: This work shall consist of constructing, maintaining, and removing Detour Bridges of the widths and lengths, and at the locations, required by the Plans. The width to be shown in the Pay Item below will refer to the clear distance between curbs or hubguards.
All detour bridges shall include safety features at both ends, either guardrail in accordance with Figures 1 and 2, or at the Contractor's option, precast median barrier in accordance with Ga. Std. 4960; Precast median barrier shall be placed on both sides and both ends of all detour bridges, unless otherwise directed. The barrier shall extend a minimum of 12 m from the bridge ends unless otherwise shown on the Plans.
541.02 MATERIALS: Materials shall be as approved by the Department. Timber shall not be used in the superstructure. Timber piles may be used. Tight bark need not be removed from piles. No unsound materials of any type shall be used.
541.03 DESIGN:
A LIVE LOAD CAPACITY: Unless otherwise shown, Detour Bridges shall be designed by the Contractor for an AASHTO:HS-15 live load capacity based upon allowable working stresses for the materials used and design criteria ofthe AASHTO: Standard Specifications for Highway Bridges. Lane Loadings may be omitted from design considerations. Load factor design is allowed.
B. DRAWINGS: The Contractor shall submit for review either 3 prints or a reproducible drawing showing the proposed layout and details for each Detour Bridge. The Engineer will have the right to require the Contractor to make any changes deemed necessary to achieve conformity with the
608

541.07

Specifications. After such changes have been made, the drawings shall be resubmitted for final review. No work shall be commenced until the drawings have been approved.

541.04 CONSTRUCTION: Construction of the Detour Bridge shall be in accordance with these drawings. All necessary end walls or bulkheads shall be provided as a part of this Work.

541.05 MAINTENANCE: Except as otherwise provided in Sub-Section 104.05.D., the Contractor shall be responsible at all times for maintaining the Detour Bridge in such condition that it can safely carry the design loading. The Contractor shall furnish all labor and material for these purposes. If at
any time the condition of the Detour Bridge becomes such that the Engineer determines the safety of the public is endangered, the Contractor shall promptly make such repairs as are necessary.
If the Contractor fails to make the necessary repairs promptly, the Engineer will proceed in accordance with the provisions of Sub-Section 105.15.

541.06 REMOVAL: After the permanent construction is opened to traffic, the Detour Bridge shall be removed in accordance with Section 540.

541.07 PAYMENT: This work will be paid for at the Contract price per Detour Bridge complete in place, maintained, and removed. The material salvaged from the Detour Bridge, shall remain the property of the Contractor, and shall consider its salvage value in compiling the bid.

After the Detour Bridge is completed, the Engineer will include in the next statement 80% of the Contract Price for the Detour Bridge. After the Detour Bridge is satisfactorily removed, the remaining 20% will be included in the next statement.

Payment will be made under: Item No. 541. Detour Bridge (Requires Width, Length and Sta. No.)

per Lump Sum

609

541.07

Io---~q, GUARDRAIL SPLICE

l - -BEGIN OR END BRIDGE
.......I-N.....r- AT<t EXP.JT.

1210mm

<t 25 rom HOLES THRU TIMBER BLOCK AND BARRIER

102 mmX 305 mmX 508 mm TIMBER

184 mm

BLOCK CUT TOFIT SLOPE OF BARRI-

ER AND AS SHOWNOMIT TIMBER

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I

762mm

SPECIAL END SHOE, SEE GA. STDS.

SPACE THIS POST TO GIVE 76 mm MIN CL. TO EDGE OF END BENT CAP.

DETAIL "A"

102mmX305 mmX 25 mm-
508mm TIMBER BLOCK SAME MATERIAL AS FOR TIMBER GUARDRAIL OFFSET BLOCKS SEEGASTDS.

TOP OF FINISH RIDING SURFACE SECTION A-A

GUARDRAIL AND GUARDRAIL ATrACHMENTS TO BARRIERS FIGURE 1
610

51 rom' .-1 .-:-c

EDGE OF END BENT CAP PAID FOR IN "LUMP DETOUR BRIDGE"

_

11.43 m P4\RABOLIC CURVE

X = (1.22 m) (Y/11.43 m)'=.002844 SEE GA."STD. 4050 Y" VARY

<t EXP. JT.

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I

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I

0,.95

m

TWO BREAK-AWAY POSTS (ALTERNATE 1 OR ALTERNATE 2)

WOOD POSTS SHOWN. STEEL POSTS PERMITTED WITH 1.27 m POST SPACING (ONE ADDITIONAL POST) REQUIRED WITHIN THESE LIMITS. WOOD OFFSET BLOCKS REQUffiED WHERE SHOWN WITH LIMITS OF TYPE 9 ANCHORAGE. SEE GA. STD'S. FOR POSTS AND OFFSET BLOCKS.

FOR DETAILS NOT SHOWN SEE APPLICABLE STDS.

ENTRANCE END

01

FIGURE 2

o.".".."..
....:J

7.62m GUARDRAIL (STRAIGH1)

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G38u1AmRPDRREACILURRVLERMR7T

PAID FOR IN "LUMP DETOUR BRIDGE

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GUARDRAIL POSTS WITH OFFSET BLOCKS

PER GA. STDS.

TYPE A

POST SHOWN, TYPE A, Dor F PERMITTED.

TRAILING END FIGURE 2

542.02
SECTION 542-CONTRACTOR PROPOSED ALTERNATE TO REINFORCED CONCRETE DECK GIRDER
542.01 DESCRIPTION: This Specification shall cover Contractor Proposed Alternate Design requirements for superstructures proposed as an alternate to cast-in-place reinforced concrete deck girder structures. This will be limited to construction by precast reinforced concrete stems or precast prestressed concrete stems including AASHTO Type I beams. For those areas not specifically covered in this Specification, the applicable portions of the Project Specifications, Standard and Supplemental Specifications of the Department, and Part I of the AASHTO Specifications for Highway Bridges with interim and Guide Specifications shall apply.
Contractor proposed alternates are considered a design and construct , proposal. Therefore it is the intent of the Department to create with this
Specification a design and construct team consisting of a Design Engineer and a Contractor. The Design Engineer shall remain a part of the team and be available at any time to discuss the Project with the Department throughout the life of the Project. The Contractor shall be provided with copies of all correspondence and transcripts of all conversations between the Designer and the Department concerning the Project. The Designer shall prepare the transcripts and shall give a copy to the Department.
542.02 ALTERNATE DESIGN SUBMISSIONS:
A GENERAL: The Contractor may elect to make the bid based on using precast reinforced or precast prestressed concrete stems. Should the Contractor bid based on an alternate design, the following procedures shall be utilized.
1. The Contractor shall prepare construction plans and design notes which shall be prepared and stamped by the Design Engineer who must be registered as a Professional Engineer in the State of Georgia. The Plans and notes must be approved by the Department prior to construction. The Plans submitted should include, but not be limited to, the following:
a. General plan and elevation sheet giving span lengths, pier locations, minimum horizontal clearances from face of pier to edge of roadway, and minimum vertical clearances from bottom of lowest portion of superstructure to roadway surface (outside edge of shoulder to outside edge of shoulder) shall be provided for each structure proposed to be bid as a Contractor proposed alternate. The 28 day concrete strength for the superstructure and substructure, and the yield and working strengths of the reinforcing steel proposed for the superstructure and the substructure shall be indicated on the plan and elevation sheet of each structure. The design Specifications and interim specifications used during the design of structure shall be indicated on the plan and elevation sheet of each structure as well as the design live loading, impact factor, and the future wearing surface loading. The format used for indicating the information shall be the same format used on the Department Plans.
613

542.02
b. Complete details of each cross-section for the proposed structure shall be provided at the midspan, end bent, and intermediate bent showing reinforcing steel size, spacing, and location. The details shall also include all concrete dimensions relative to computing the structural properties of the members. Any fillets shall be dimensioned. The spacing and size of the web stirrups and longitudinal reinforcing shall be shown in a longitudinal view of the stem. Design notes shall be provided which shall indicate how the spacings and sizes of reinforcing bars were obtained. On projects involving widening of existing structures, tie strips shown on the Department Plans shall be eliminated. Cost savings concerning elimination of tie strips shall be included in the Contractor's proposal for the project.
c. Size and type of tendons for any prestressed alternate and their horizontal location and vertical profile shall be clearly detailed. The drawings shall indicate the location of the hold-down point for the tendons and the initial prestress force and strength of concrete at the time of release of tendons shall be indicated. The method of retaining the depressed tendons in place shall be indicated and calculations shall be submitted for determining the tendon elongation required to produce the specified pretensioning force and for determining the casting length. A detensioning schedule shall be indicated on the Plans.
d. The bearing area and edge distance requirements of the AASHTO Specifications must be followed.
e. The substructure must remain as designed on the Department Plans except for adjustments in elevations to accommodate a deeper superstructure or adjustments in cap width to provide adequate bearing area. No adjustment in substructure quantities will be allowed as a result of adjusting the elevations or cap widths.
f. The Plans shall indicate the dead load deflections due to the slab, stem, coping and barrier. The deflections shall be indicated for each of thes~ items. The camber for the stems shall also be indicated. The camber shall include the effects of any vertical curvature.
g. All plan submittals shall be submitted on reproducible mylar sepias. All notes, except for computer printouts, shall be on A4 paper, neatly bound, indexed, and stamped by the Design Engineer. All plans and notes submitted shall be indicated as having been checked.
The time required for preparation and review of the construction plans and design notes shall be charged to the allowable contract time. The Department will be allowed 60 days from the date of receipt of the submission for the construction plan review. The construction plans for a bridge must be reviewed and approved prior to beginning construction on the bridge.
No additional compensation will be made for any additional material, equipment, or other items found necessary to comply with the project Specifications as a result of the Department's review.
614

542.02
No additional compensation will be allowed for any subsequent changes or deviations from the Contractor's plan, as approved by the Department, for any additional material, equipment, or other costs except as noted in this Specification.
2. The Contract Bid Price shall include all costs necessary to comply with the requirements of this Specification. The Department shall be the sole judge of the completeness, accuracy, and structural acceptability of all submittals. The submittal of the aforementioned computations, drawings and Specifications will not absolve the Contractor of any responsibility for plans and working drawings required by Sub-Section 105.02 of the Standard Specifications.
B. LIMITING CRITERIA:
1. The geometric criteria for a Contractor proposed alternate are as follows:
a. The horizontal and vertical alignments are to remain as indicated on the roadway plans. Beginning and ending bridge stations are to remain as indicated on the Department Plans. The minimum horizontal clearance is to remain as indicated on the Department Plans. The vertical clearances may be reduced; however, at no time shall the minimum vertical clearance as measured from the lowest point of the bridge superstructure to the roadway beneath be less than 5.1 m or the minimum amount shown on the Department Plans, whichever is less. If the proposed alternate involves a structure crossing a waterway, and if the bottom of the beam intrudes into the 100 year flood, the vertical clearance. from the bottom of the superstructure to the flood elevations indicated on the Department Plans cannot be reduced. The Contractor shall submit mathematical computations indicating a check of any revised vertical clearance.
b. Span lengths may not deviate from that shown on the Department Plans.
2. The bridge superstructure may be a precast reinforced or precast prestressed concrete stem.
a. The depth of the section as measured from top of top slab to bottom of stem may deviate from that indicated on the Department Plans provided the vertical clearance requirement indicated above is satisfied. The stem depth shall be constant throughout the length of each structure unless indicated otherwise on Department Plans.
b. The thickness of stems and the thickness of the deck may vary from that shown on the Department Plans. The center to center spacing of stems shall remain as indicated on the Department Plans.
c. Particular attention shall be given to skewed structures. The Plans shall clearly indicate all dapouts and skewed end dimensions.
615

542.02
d. Precast stems must be fabricated at a site approved by the Department.
e. Precast stems shall be designed for construction without the use of falsework.
3. The design criteria for an alternate shall be as follows:
a. The design shall comply with all applicable requirements of the current AASHTO Specifications for Highway Bridges, including interim and Guide Specifications, and the requirements of this Specification. In case of conflict between this Specification and AASHTO Specifications, the requirements of this Specification shall apply.
b. The structure is to be designed for the AASHTO live loading indicated on the Department Plans. The design dead load of the structure shall consider the weight of the structure and the weight of the future wearing surface indicated on the Department Plans. The design shall also consider all construction loads.
c. Precast prestressed concrete stems shall be designed such that initial tension (before losses due to creep and shrinkage) does not exceed 1.38 MPa or 3 ,ff ci and that final tension (after all losses have occurred) does not exceed 3 ',ff c'
d. All concrete shall be normal weight concrete with a minimum concrete cylinder compression strength at 28 days of at least the same as that indicated on the Department Plans. For design purposes 28 day concrete strength in excess of 20 MPa shall not be considered for cast-inplace deck construction.
e. Deck drainage is to be provided by openings which shall be the same shape, size, and location as that shown on the Department Plans.
f. The barrier curbs shall not be considered effective in resisting longitudinal stresses. The barrier curbs shall be constructed as shown on the Department Plans.
g. All reinforcing steel in the superstructure having a vertical clearance as measured from the top of the top slab to the top of the reinforcing bar of 100 mm or less shall be epoxy coated if epoxy coated bars are specified on the Department plans. Barrier curb reinforcing steel shall be epoxy coated as indicated on the Department Plans.
h. The minimum cover to reinforcing steel shall be the same as that indicated on the Department Plans.
i. Deduct 6 mm from the effective flange depth in calculating design section properties. However, the 6 mm shall be included in calculating the dead load moment, shear, and reaction. Where stay-in-place PSC deck panels are used, deduct 25 mm from the effective flange depth in calculating design section properties. However, the 25 mm shall be included in calculating the dead load moment, shear, and reaction.
616

542.03

j. Bearing pads or bearing assemblies shall be placed normal to beams. Bearing pads or bearing assemblies shall not be any closer than 40 mm from end of beams nor 150 mm to edge of cap.

k. Beveled sole plates shall be used. Top of bents shall not be sloped for bearing purposes.
1. Neoprene bearing pads used with a precast beam alternate shall be furnished with 5 mm sealing ribs on the top and bottom of each neoprene pad.

m. When metal stay-in-place forms are to be used the following dead

loads shall be added to the non-composite loads:

Main Slab Reinforcement Normal to Beams

.45 kg/m2

Main Slab Reinforcement Skewed to Beams

78 kg/m2

4. The Contractor must at all times comply with the traffic handling and sequence of operation schemes as found in the Project Plans and Specifications.

C. CONTRACTOR'S RESPONSIBILITY:

1. The Contractor shall have full responsibility for the adequacy of the design to meet the requirements of the Specifications for final design
loads; to make the necessary calculations and provide Construction Engineering to ensure proper adjustments during the construction phase to account for deflections, and retain proper line, grade and structural capacity and stresses in both the substructure and the superstructure during the construction process.

2. All costs for completion and revision of the Department Plans will be included in the Contractor's bid price. The Contractor will be responsible for all engineering design, drawing, detailing, plan preparation, printing, and other work necessary to modify the Department Plans for the Contractor's proposed scheme.

D. DEPARTMENT'S RESPONSIBILITY: The Department will review all submittals in a timely manner to avoid unduly delaying the Contractor's
scheme.

542.03 MEASUREMENT AND PAYMENT:

A SUPERSTRUCTURE: No measurement of material or work required to construct the Contractor proposed concrete superstructures will be made for payment purposes. Work performed and materials furnished in place as prescribed by this section will be paid for at the Contract Price Bid for "Lump Superstr Cone, CL, Br. No." and "Lump Superstr Bar Reinf Steel, Br No.," which shall be full compensation for furnishing all labor, material, equipment, tools, and incidentals necessary to complete the Work, including concrete, reinforcing steel, expansion joint material, water proofing, bearing pads, barrier concrete, design, redesign, plan

617

543.01
preparation, shop drawings, concrete finish, and all other superstructure elements necessary for construction of the bridge.
B. SUPERSTRUCTURE-BRIDGE COMPLETE: No measurement of material or work required to construct the Contractor proposed concrete superstructures will be made for payment purposes. Work performed and materials furnished in place as prescribed by this Section will be paid for at the Contract Price Bid for "Lump Construction of Bridge Complete to Bottom of Cap-Alt 4," which shall be full compensation for furnishing all labor, materials, equipment, tools, and incidentals necessary to complete the Work, including concrete, reinforcing steel, expansion joint material, bearing pads, barrier concrete, design, redesign, plan preparation, shop drawings, concrete finish, and all other superstructure elements necessary for construction of the bridge.
C. PARTIAL PAYMENT: A schedule for partial payments for the lump superstructure items will be determined by the Department.
SECTION 543-BRIDGE COMPLETE
543.01 DESCRIPTION: This work shall consist of the Construction of Bridge Complete as set forth in the Contract between the Department and the Contractor. It shall include furnishing and placing all components ofthe bridge from the bottom of the cap to the uppermost part of the superstructure.
543.02 MATERIALS: All materials shall meet the requirements of the applicable Materials Sections of the Standard Specifications. Material references can be found in the appropriate Section of the Specifications pertaining to the item of work involved.
543.03 PLANS: Bridges constructed under this Section shall be in accordance with the drawings.
The Contractor may submit for approval an Alternative Design, which shall be only for that portion of the structure from the uppermost part of the superstructure to the bottom of the cap. The design shall be in accordance with current AASHTO Specifications, including the latest Interim Specifications. The design live load shall be HS20-44, including impact. The Contractor shall submit 3 copies of Plans bearing a Professional Engineer's Stamp of Approval, along with 2 copies of complete design notes for those elements ofthe structure which are a part of the Alternate Design, to the Bridge Engineer for review and approval. Bridge Plans developed and published by industry organizations, FHWA and other States may be acceptable without design notes. The Bridge Engineer will be the sole judge as to the acceptability of the Design Notes and the Plans. The Contractor may be required to submit additional copies of the Plans. Construction and ordering of Materials shall not proceed until the Plans have been approved in writing by the Bridge Engineer.
In the event that the Contractor's design is not acceptad by the Bridge Engineer, the Contractor will be required to construct the bridge in accordance with the Contract Plans.
618

544.02

543.04 CONSTRUCTION: Prestressed Concrete Pile Order Lengths: 0 r d e r lengths of prestressed concrete piles shall be as shown on the Plans as Estimated Pile Lengths. On bridges having more than four bents, the estimated pile lengths shown on the Plans shall apply to the first four bents constructed. The Engineer will adjust the Pile Order Lengths for the remaining bents based on the driving of the piles for the first four bents constructed. As an alternative, the Contractor may drive a test pile in a permanent pile location to determine order lengths. No additional compensation will be made for the test pile.

543.05 MEASUREMENT: The construction of the Bridge Complete to the bottom of the substructure caps will be measured for payment based on a Lump Sum basis for Bridge Complete, accepted in place. This shall include the payment for all superstructure elements as well as the substructure caps. This does not include the cost of piling portions shown on the Plans to be embedded in the substructure caps.
Where foundation conditions require the use of a concrete bent other than a trestle pile bent, concrete and reinforcement steel below the bottom of the substructure cap will be measured and paid for in accordance with the Standard Specifications.

543.06 PAYMENT: This work will be paid for at the Contract Unit Price bid. Such payment will be full compensation for furnishing all materials and completing the Item in accordance with these Specifications.

Partial Payment: Statements for Partial Payment shall be as follows:

ITEM

PAYMENT

Caps, Each

20% of Item 543 divided by number of caps

Superstructure, per span

80% of Item 543 divided by number of spans

Payment will be made under: Item No. 543-1000 Construction of Bridge Complete to Bottom of Cap ....................................................................................................per Lump Sum

SECTION 544-DECK DRAIN SYSTEM
544.01 DESCRIPTION: This Work shall consist of furnishing the Deck Drainage System complete in place in accordance with Plan details.
Complete detail shop drawings for the Deck Drain System shall be submitted to the Engineer for approval.
If the Deck Drain System is for a Railway, the Engineer will submit the shop drawings to the Chief Engineer of the Railway Company for approval.
In either case, approval from the Engineer must be obtained prior to fabrication or installation.
544.02 MATERIALS: All materials shall meet the requirements of the Plans and requirements as described herein. All hardware (clips, brackets,

619

544.03

bars, etc.) not otherwise noted on Plans shall be steel of commercial grade. Galvanizing repair compound shall be in accordance with Section 870 and all damaged galvanized areas shall be repaired in accordance with Section 645.

544.03 CONSTRUCTION: Installation shall be as shown on Plans.

544.04 PAYMENT: This Work will be paid for at the Contract price for Deck Drain System complete in place.

Payment will be made under: Item No. 544. Deck Drain System-Bridge No._ _

per Lump Sum

SECTION 547-PILE ENCASEMENT
547.01 DESCRIPTION: This item consists of the furnishing of all labor, materials, equipment, and services necessary for the cleaning and encasement of steel piles as indicated on the Plans. All work shall be in accordance with this Specification and as ordered by the Engineer.
The encasement method shall be according to the details of Figure 1 and one of the following procedures:
PROCEDURE 1: The pile encasement shall be formed in accordance with Figure 1. The encasement shall consist of Class "A" Concrete deposited in water, and epoxy coated steel reinforcement, and shall be formed.
PROCEDURE 2: The pile encasement shall be formed in accordance with Figure 1., Fabriform Pile Jacket System or an approved equal.
Substitutions of products or systems submitted as equals for the above must be approved by the Engineer before use. Submittal of data must be complete, giving Company name and address, use of product or system on similar projects, the systems and products that were used, list of products and their application, length of time the products have been in use, and length of time applicator has been in business. The products shall have been in use not less than three years.
547.02 MATERIALS:
A FABRIC FOR PILE JACKET: The pile jacket fabric used for the encasement system shall conform to the following requirements.
1. Warp-21 ends 25 mm-1260 denier. Nylon 66 Fill-20 picks per 25 mm 1840 denier Dupont Cordura Approx. Wt.-305 grams per square meter.
2. Tensile Strength (ASTM D 1682 Grab method at 25.4 mm/min.) in excess of 70 N per mm in both warp and fill directions.
3. Tearing Strength (Tongue Method ASTM 2262)-445 N.
4. Air Permeability (ASTM D737) in excess of 30 m per min.

620

547.03

B. MORTAR FOR PILE ENCASEMENT PROCEDURE 2: The mortar mix

for pile encasement shall conform to the following proportions:

Cement

670 kg/m3

Sand, Concrete or Masonry

1187 kg/m3

.....................................................................................Sub-Section 801.02

Water

335 kg/m3

Water/Cement Ratio

0.50

Admixtures such as grout super plasticizer, water reducing agent, or air entraining agent may be used as recommended by the manufacturer to improve pumpability or to retard setting time. Because of its beneficial effect on mortar durability, substitution of a pozzolanic admixture for up to 30
percent of the cement is recommended. Mortar shall be maintained at a uniform consistency to avoid pumping
problems. When using concrete sand, mortar consistency shall be in the 12 to 15 second range through the 19 mm orifice of a standard flow cone as described in the Corps of Engineers Specification CRD-C79. When using mason's sand, consistency shall be in the 30 to 35 second range through a 13 mm orifice.

C. EPOXY COATED STEEL REINFORCEMENT: Epoxy coated steel reinforcement shall conform to the applicable requirements of Sub-Section 514.02.

D. CLASS A CONCRETE DEPOSITED IN WATER: Concrete shall be used with a ten percent increase in cement factor and shall be air entrained in accordance with Section 500 with a maximum slump of 200 mm.

547.03 CONSTRUCTION METHODS:

A LIMITS OF ENCASEMENT: The pile encasement shall extend from 600 mm below existing stream bed to the top elevation for pile encasement as shown on the Plans.

B. CLEANING: For piles on existing structures, all areas to be encased shall be sandblasted to remove all loose particles of dirt, rust, scale, and all other deleterious material from the surface and thoroughly rinsed with clean water. Piles to be used on new construction shall not be sandblasted. All new piles shall be cleaned of rust or other loose material with a wire brush.

C. INSTALLATION: After the pile has been cleaned, steel reinforcement, as shown in Figure 1, shall be placed. Spacers, tremie hoses and fabric jacket or forms shall be placed in accordance with Specifications or recommended methods. Mortar shall be pumped into the fabric jacket using two tremie hoses extending to the bottom of the jacket. These hoses are withdrawn during pumping in such a way that the lower end remains 300 to 600 mm under the rising mortar surface. Mortar pumping rate shall provide a rate of rise of approximately 150
mm/minute.

621

547.03

COST OF 10M TIES AND 15M BARS TO BE INCLUDED IN PRICE BID FOR PILE ENCASEMENT. 10M TIES AND
I 15M BARS SHALL BE EPOXY COATED. 600wm
I: 300 mm.!ioo mm :

** SLOPE TOP OF ENCASEMENT
AS INDICATED TO ENSURE POSITIVE DRAINAGE.
75mm


8

I
-Tj -

Y TOP OF PILE
ENCASEMENT EL. (AS SHOWN ON PLANS.)

__t_ M
e'- -

l-+-+- 4-15M BARS
(I IN EA. COR.)

e

_.1._

10M TIES AT 300 mm

~

I

..!"i .."II
II
...."II
II
...::

PLAN
DETAIL "A"
EILE ENCASEMENT DETAIL
I 710mmDIA

ELEVATION
50 mm CL., TYP. 4 15M BARS

ENCASEMENT MAY CONFORM TO THE DETAILS OR EITHER DETAIL "A" OR DETAIL"E"
STIRRUPS FOR ENCASEMENT ON EXISTING BRIDGES MAY BE LAPPED.

PLAN DETAIL"B"

10M TIES AT 300 mm

FIGURE 1 622

550.02

For Procedure 1, the concrete shall be placed in accordance with the Standard Specifications, Sub-Section 500.11 where site construction conditions allow. Cofferdams will not be required. Concrete may be deposited in water.

547.04 PAYMENT: Pile encasements will be paid for at the Contract Price per each for the pile size indicated, complete in place as specified.
This payment shall be full compensation for furnishing all materials, tools, labor, equipment and all other items necessary to complete the Work.

Payment will be made under: Item No. 547. Pile Encasement,

In. Pile

per Linear Meter

SECTION 550 STORM DRAIN PIPE, PIPE-ARCH CULVERTS,
AND SIDE DRAIN PIPE

550.01 DESCRIPTION: This Work shall consist of furnishing and installing Storm Drain Pipe, Pipe-Arch Culverts, Side Drain Pipe Flared End Sections
and Tapered Pipe Inlets. The Pipe shall be Reinforced or Nonreinforced Concrete Pipe, Corrugated Steel or Aluminum Pipe, Smooth Lined Corrugated Polyethylene Pipe, or Ductile Iron Pipe. The type of Pipe to be used, together with acceptable alternates when applicable, shall be as designated on the Plans.

550.02 MATERIALS: Materials shall meet the requirements of the following:

Backfill Materials Reinforced Concrete Pipe Nonreinforced Concrete Pipe Mortar and Grout Bituminous Plastic Cement Rubber Type Gasket Joints (Concrete Pipe) Preformed Plastic Gaskets Corrugated Steel Pipe Bituminous Coated Corrugated Steel Pipe Corrugated Aluminum Alloy Pipe Bituminous Coated Corrugated Aluminum Pipe Aluminized Type 2 Corrugated Steel Pipe Ductile Iron Pipe, Fittings and Joints Precoated, Galvanized Steel Culverts Bituminous Coated Smooth Lined, Fiber Bonded Corrugated Steel Pipe Smooth Lined Corrugated Polyethylene Pipe

Section 207 843.01 843.02 834.03 848.10
848.04A 848.12 844.01 844.02 840.01 840.03 844.08 841 844.05
844.07 845.01

623

550.03
550.03 CONSTRUCTION:
A. GENERAL REQUIREMENTS: Structures shall be installed in accordance with the Specifications and in reasonably close conformance with the details shown on the Plans or as directed. Structure excavations and foundation preparation shall be as set forth in Section 207, except: Class II B3 or II B4 soils shall not be allowed as backfill for smooth lined corrugated polyethylene pipe. Before pipe and pipe-arches are installed the foundation material shall be shaped as shown on the Plans. The Contractor shall provide necessary temporary drainage. Before any traffic over a culvert is allowed, the Contractor shall provide an adequate depth and width of compacted backfill to protect the structure from damage or displacement. Any damage or displacement that may occur after installing and backfilling due to traffic or erosion shall be repaired or corrected at the Contractor's expense. Any debris or silt that constricts the flow through a pipe shall be removed by the Contractor as often as necessary to maintain drainage throughout the life of the Contract. All pipes and pipe-arch culverts shall be cleaned before the Work is accepted.
B. INSTALLATION:
1. CONCRETE PIPE: Flat bottom and circular sections shall be laid in a prepared trench with the socket ends pointing upstream. Sections may be joined by mortar joints, bituminous plastic cement joints, rubber-type gasket joints, O-ringed gasket joints, or preformed plastic gasket joints. In mortar and bituminous plastic cement joints the annular space shall be filled with the joint material, and the inside of each joint wiped smooth. Mortar joints shall be made in the same manner except that the annular space shall be thoroughly wetted before filling with joint material. Mter the initial set, the mortar on the outside shall be protected from the air and sun with thoroughly wet earth or burlap cover. Rubber-Type, a-Ring, and Preformed Plastic Gasket Joints shall be installed in accordance with the manufacturer's recommendations.
2. DUCTILE IRON PIPE: Pipe sections shall be laid in a prepared trench with bells pointing upstream. Joints shall be in accordance with SubSection 841.03.
3. CORRUGATED ALUMINUM OR STEEL PIPE AND PIPE-ARCHES: Pipe sections shall be laid in a prepared trench with outside laps of circumferential joints pointing upstream and with longitudinal joints at the sides. Coupling bands, fastened by two or more bolts, shall join the sections. The space between adjoining sections shall be not more than 50mm. All damaged spots in metal coating that expose the base metal shall be repaired in accordance with Section 645, before the structure is backfilled. All damaged spots in bituminous coating that expose the base metal shall be recoated with asphalt before the structure is backfilled.
624

550.04
Joints for smooth lined Fiber bonded, corrugated steel pipe shall be formed with an "0" ring type mechanical seal assembly when so detailed on the Plans. Seal assembly should be furnished by the same manufacturer that supplies the pipe.
4. SMOOTH LINED CORRUGATED POLYETHYLENE PIPE: Pipe sections shall be laid in a prepared trench. If the pipe has a socket end, the pipe shall be laid with the socket end pointing upstream. The space between adjoining sections shall be not more than one inch. During the backfilling operation the Contractor shall prevent vertical or horizontal displacement of the pipe.
5. SPECIALS (WYES, TEES, AND BENDS): The location and manner of installation of all wyes, tees and bends shall be shown on the Plans or as directed.
6. TAPERED PIPE INLETS: Tapered Pipe Inlet end sections will be installed where shown on the Plans or as directed.
7. ELONGATION: Elongation of metal pipe shall be as shown on the Plans. The Contractor shall order the elongation of the vertical axis of the pipe to be done in the shop. Metal pipe shall be shipped with wire ties in the pipe ends. Wireties shall be removed as soon as possible after the fill is completed.
8. FLARED END SECTIONS may be specified for use either on the inlet or outlet or both ends of storm drain pipe according to Plan Details.
550.04 MEASUREMENT:
EXCAVATION AND BACKFILL: Excavation and Normal Backfill will not be measured for payment. Backfill Materials, Types II and III will be measured in accordance with Sub-Section 207.07.
FLAT BOTTOM AND CIRCULAR PIPE (ALL TYPES): The overall length of Pipe actually installed, excluding Tapered Inlets, will be measured in linear meters along the central axis of the diameter of the Pipe, Wyes, Tees and Bends will be included in the measurement.
PIPE-ARCHES: The overall length of Pipe-Arch actually installed will be measured in linear meters along the bottom centerline of the pipe.
MULTIPLE INSTALLATIONS: In multiple installations each single line of culvert structure will be measured separately.
TAPERED PIPE INLETS: Tapered Pipe Inlet Sections will be measured as a unit and will not be included in the overall length of the pipe.
SPECIALS CWYES, TEES AND BENDS): These items will not be measured separately, but will be included in the linear measurement of the Pipe.
The length of each diameter and thickness of smooth flow pipe to be paid for will be the length measured along the pipe invert.
Flared End Sections will be measured separately by the unit and will not be included in the overall length of the pipe.
Elliptical Pipe: Elliptical pipe will be measured in linear meters along the bottom centerline of the pipe.
625

550.05

550.05 PAYMENT:

Excavation will not be paid for separately, but all of the other provisions of Sections 205 and 208 shall govern. Backfill will be paid for in accordance with Section 207. All pipe installations complete in place and accepted will be paid for at the Contract Pipe for each item which payment shall be full compensation for the Item, including excavation, furnishing and hauling of all materials, installation, cutting of pipe where necessary, repair or replacement of damaged sections, all necessary connections, strutting, elongating, providing temporary drainage and for joining an extension to an existing structure where required. Such payment shall also be full compensation for removal, disposal
or use of all excavated material as directed by the Engineer. Payment for the quantity of each diameter and steel thickness of smooth
flow pipe as determined by measurement shall be at the contract unit price per linear meter bid for the various sizes, which payment shall include full compensation for furnishing all labor, materials, tools, "0" ring mechanical joints, equipment and incidentals to complete this item, including removal and disposal of material resulting from the excavation.
Flared End Sections, measured as specified above will be paid for at the Contract Unit Price for each section of the specified size.
Payment will also include sawing, removing and replacing any kind of existing pavement which is removed to install a new drainage structure.

Payment will be made under:

Item No. 550. Storm Drain Pipe mm, H-
Item No. 550. Side Drain Pipe mm, H =

per Linear Meter per Linear Meter

Item No. 550. Pipe Arch (Span) mm X (Rise) mm

per Linear Meter

Item No. 550. Tapered Pipe Inlet mm

per Each

Item No. 550. Flared End Section mm

per Each

Item No. 550. Smooth Lined, Fiber Bonded Fully

Bituminous Coated Corrugated Steel Pipe_ _,

mm diameter, (Steel Thickness)

per Linear Meter

Item No. 550. Elliptical Pipe mm wide x mm high

.............................................................................. per Linear Meter

SECTION 551-PILE PROTECTION IN EARTH WALLS
551.01 GENERAL: This Specification covers the materials requirements and options available to protect bridge end bent piles which are located in the stabilized backfill of earth retaining walls.
551.02 CONSTRUCTION: When the Plans require protection of end bent piles from negative skin friction the Contractor shall provide such protection by utilizing one of the following methods:
A After the end bent piles have been driven and before installation of the earth reinforcing elements, the Contractor shall place over each pile a cylindrical can which shall prevent the earth wall backfill material from coming into contact with the pile. The can shall be large enough in
626

551.03

diameter to give 25 mm minimum clearance from the pile to the inside of
the can. Spacers shall be placed between the pile and the can to prevent the can from coming into contact with the pile during backfilling of the wall. Cans shall extend from the bottom of the earth stabilized backfill to the bottom of the bridge end bent cap. After the cans are positioned, they shall be effectively sealed at the top during the period of time of placement of backfill to prevent rubbish or aggregate accumulation in the can, and shall remain sealed until fill settlement time has expired. When the backfill for the wall has come to the level of the bottom of the cap, and all fill settlement time has expired, the cans are to be filled with aggregate.

B. The second option involves mopping the piles with a corrosion inhibiting grease with coverage as follows:
Steel Piling =2 mm Minimum Concrete Piling =6 mm Minimum

No grease shall be applied until after piles are driven and only that portion of the pile to be in contact with wall backfill shall be treated.
In addition to the grease a urethane or polypropylene sleeve shall be installed to protect the grease coating from the backfill.
Sleeves may be sprayed on or preformed. Portions of the sleeve damaged or removed by construction activities during backfill placement shall be replaced.

551.03 MATERIAL:

A Cans placed over piling may be smooth or corrugated steel pipe of sufficient thickness to prevent buckling during the placement and compaction of the earth stabilized embankment. Cans shall be coated both inside and outside with 2P coating as per Sub-Section 535.04.D. of the Standard Specifications or may be galvanized as per ASTM A 123.

B. Aggregate for the backfilling of the cans shall conform to Section 806 or 801 of the Standard Specifications.

C. Corrosion inhibitor (grease) shall conform to the following test requirements.

1. Drop point 175C Min. by ASTM D 556.

2. Flash point 175C Min. by ASTM D 92.

3. Water content 0.1 percent Max by ASTM D 95.

4. Rust test meet ASTM D 1743.

5. Water soluble ions: Chlorides Nitrates Sulfides

10 PPM Max 10 PPM Max 10 PPM Max

ByASTMB512 ByASTMD 992 ByAPHA426D

D. POLYURETHANE FOAM: Min. Density 24 kg/m3. (ASTM D 1622)

627

551.04
Compressive Strength Perpendicular 110 kPa @ 6 percent (ASTM D 1621)
Only foam approved for commercial use in this state will be allowed.
E. POLYPROPYLENE FLUTED SHEETS:
"Plastic Cardboard" Ultra-violet stabilized. Scored or greased to fold around piling and into "H" pile web minimum length 1.2 m. Sections to be added with minimum 75 mm (shingle style) oveTlap.
F. DUCT TAPE:
Shall be used for patching and securing of both plastic cardboard and polyurethane. No duct tape shall be in diTect contact with the grease or pile. Duct tape shall be used in sandy backfill to seal oveTlaps and pTevent sand infiltration.
551.04 MEASUREMENT AND PAYMENT: No separate measurement for payment purposes will be made of the materials and labor required to conform with this Specification. All costs incurred in complying with this Specification shall be included in the bid price for the piling.
SECTION 555-TUNNEL LINER
555.01 DESCRIPTION: This item covers the driving of a tunnel, furnishing and installing steel plates for tunnel liner, pressure grouting and, where required, furnishing and erecting brick portals to close each end of the tunnel, all in accordance with Plan line, grade and dimensions, and the applicable portions of the Standard Specifications.
For this Work, tunnel excavation by full face, heading and bench, or multiple drift procedures will be considered acceptable. Any construction procedure utilizing a full or paTtial shield, a tunneling machine or other equipment which exerts a force on the liner plates for the purpose of propelling, steering or stabilizing the equipment will not be allowed.
Prior to any work involving explosives, the ContTactor (01' Owners) shall make application to the Department fOT a special permit which will be in addition to any tunneling permit not involving explosives.
Issuance of the special peTmits will be contingent upon submission and approval of the proposed operational pTocedUTes as outlined in the permit form.
The Contractor shall schedule the work so as not to intenere with 01' in any way endanger traffic flow on the highway or railway. The Contractor shall also provide all required safety measures as specified in the Manual on Uniform Traffic Control Devices.
555.02 MATERIALS:
A. LINER PLATES: Shall be hot-dipped galvanized, bituminous coated steel of the size, thickness and Sectional Modulus Specified. The plates shall be hot rolled cold formed steel conforming to ASTM: A 569M with the following mechanical pToperties before cold forming:
628

555.03
tensile strength =290 MPa yield strength =190 MPa elongation, 50 mm =30%
The completed Liner shall consist of a series of steel liner plates assembled with staggered longitudinal joints and fabricated to fit the tunnel cross section.
Grout intrusion nipples 50 mm or larger in diameter shall be provided in the top plates at intervals not to exceed 3 m to permit grouting as the erection of the tunnel liner plates progresses. For larger tunnels, or where conditions make more grout openings advisable, additional plates with nipples are to be installed at the top quarter points and/or on each side between the top openings. These additional openings shall be staggered, but shall not be more than 3 m apart in anyone line.
All plates shall be formed to provide circumferential flanged joints. Longitudinal joints may be flanged or of the offset lap seam type. All plates shall be punched for bolting on both longitudinal and circumferential seams or joints. Bolt spacing in circumferential flanges shall be in accordance with the manufacturer's standard spacing and shall be a multiple of the plate length so that plates having the same curvature shall be interchangeable and will permit staggering of the longitudinal seams. Both spacing at flanged longitudinal seams shall be in accordance with the manufacturer's standard spacing. For lapped longitudinal seams, bolt size and spacing shall be in accordance with the manufacturer's standard but not less than that required to meet the longitudinal seam strength requirements of Section 26 of AASHTO Standard Specifications for Highway Bridges.
Galvanizing Bituminous Coating and Bolts shall be in compliance with the applicable portion of Section 844.
B. GROUT: Grout shall consist of 1 part Portland cement, 2 parts masonry lime, 4 parts mortar sand, 2% of an approved admixture, i.e., Bentonite, Septamine Stearex, or Hydrocide Liquid, and where required, a retardant. The quantity of mixing water used shall be that which will produce a workable mixture of grout capable of being pumped into the voids created by the tunneling.
C. Brick for portal shall conform to Section 608 and Sub-Sections 834.01 and 834.03.
555.03 CONSTRUCTION: Tunnel construction shall be accomplished so that no settlement of the overpassing roadway or railway section will occur. In order to prevent such settlement, the use of poling plates, brest boards, shields, and soil solidification or a combination of these methods may be necessary. Steel liner plates shall be installed as soon as possible, but no more than 1.5 m of tunnel shall remain unlined while tunneling operations are in progress. Not more than 300 mm of tunnel shall be left unlined at the end of the day's operation. Liner plates shall be installed in accordance with the manufacturer's
629

555.04
recommendations and shall be self-supporting. The tunnel shall have a diameter essentially the same as the outside
diameter of the liner plates. All voids in the area outside the plates shall be pressure grouted every 3
m and at the end of the work shift; or more frequently if soil conditions dictate. Before grouting any segment of tunnel liner, that segment shall be sealed sufficiently between the liner plates and the surrounding soil to retain the grouting pressure. These seals shall be located as follows:
(1) at the entrance of the tunnel: (2) between grout intrusion nipples; and (3) within 300 mm of the end ofthe tunnel at the end of each work shift.
Pumping equipment shall be provided for grouting operations. Pump horsepower and the resulting pressure in the grouting line shall be sufficient to completely fill the voids without buckling or shifting the liner plates or damaging the roadway. The Contractor shall operate well points or other drainage systems in the vicinity of the tunnel construction limits where water control is required.
All liner plates for the full length of the tunnel shall be of the same type, either flanged or lapped seam construction types of construction will be acceptable.
Damaged spelter coating shall be repaired in accordance with Section 645. Any plates having damaged spelter or bituminous coatings which, in the opinion of the Engineer cannot be satisfactorily repaired, shall be replaced at no additional cost to the Department.
555.04 SAFETY: The tunneling operation is to begin in a pit, sheeted and shored as necessary and begin at and proceed from one end. All of the applicable requirements of Section 615 shall be observed. The Contractor shall conduct the operations in such a manner that all work will be performed below the level of the roadbed. The Contractor shall be responsible for coordinating and scheduling all of the Work with the Department.
All tunneling work at one particular location shall be completed before work is started at another location.
If, in the opinion of the Engineer, the tunnel installation work is being conducted in a manner detrimental to the overpassing roadway or to the safety of the traveling public, all operations of tunneling shall cease until the necessary corrections have been made. In the event that distress occurs to the roadway due to the tunneling, the Contractor will be required to submit for approval a plan to repair the roadway.
A temporary bulkhead against the face of the excavation shall be provided and well braced during each cessation of work while the heading is within 6 m of railroad tracks or highway pavement.
555.05 DESIGN: For those Projects which are not under contract to the Department but are being performed under permit, the Owner shall submit complete design data including working and/or shop drawings for approval
630

560.02

prior to issuance of said permit. The applicable design data required shall consist of the following:
(1) Design data as required in AASHTO Design Specification for Tunneling.

(2) Subsoil surveys including the elevation of the water table and the classification and relative density of the soils from the ground line to 1 m below the tunnel liner.
(3) Where required, rock coring data including rock type and core recovery.

(4) Water control plans where required.

555.06 PORTALS: Tunnel Portals shall be closed at each end in accordance with Plan details using a three course mortared brick wall, one course of which shall be erected inside the liner.

555.07 MEASUREMENT: Tunnel Liner installed in accordance with the approved design and these Specifications will be measured by the linear meter of Liner complete in place. Such measurement will be made between the ends ofthe Liner along the invert.
Portals will not be measured separately for payment.

555.08 PAYMENT: This Work, measured as specified above, will be paid for at the Contract Unit Price bid per linear meter of Liner for each diameter and plate thickness. The Contractor will be given the option of using the specified thickness for either a 2 flange plate or for a 4 flange plate.
Such payment shall be full compensation for furnishing all materials, labor, tools, and equipment; for removing and satisfactorily disposing of all excavated materials; for force grouting; for tunnel portals, where required; and for restoration and clean-up including regrassing as required, and for satisfactorily installing the Liner.

Payment will be made under:

Item No. 555. Tunnel Liner_ _Diameter,_ _Plate Thickness (2 Flange),

or_ _Plate Thickness (4 Flange)

per Linear Meter

SECTION 56o-STRUCTURAL PLATE PIPE, PIPE-ARCH AND ARCH CULVERTS
560.01 DESCRIPTION: This work shall consist of the furnishing and installation of all types of Structural Plate Pipe, Pipe-Arch and Arch Culverts. The type of Structural Plate structure to be used shall be as shown on the Plans.
560.02 MATERIALS: Materials shall meet the requirements of the following:

631

560.03

Backfill Materials Steel Structural Plate for Pipe, Pipe-Arches, and Arches Corrugated Aluminum Alloy Structural Plate Pipe, Pipe-Arches and Arches

Section 207 844.03
840.04

560.03 CONSTRUCTION:

A. GENERAL REQUIREMENTS: Structures shall be installed in accordance with the Specifications and in reasonably close conformance with the details shown on the Plans or as directed. Structure Excavation and foundation preparation shall be as set forth in Section 207. Before Structural Plate Pipe, Pipe-Arch or Arch Culverts are installed, their foundation material shall be shaped as shown on the Plans. Unless otherwise provided, the Contractor shall provide necessary temporary drainage. Before any traffic over a culvert is allowed, the Contractor shall provide an adequate depth and width of compacted backfill to protect the.structure from damage or displacement. Any damage or displacement that may occur due to traffic, erosion, or negligence on the part of the Contractor shall be repaired or corrected at the Contractor's expense. Any debris or silt that constricts the flow through a Structural Plate Pipe, PipeArch or Arch Culvert shall be removed by the Contractor as often as necessary to maintain drainage throughout the life of the Contract. All structures shall be cleaned before The Work is accepted.

B. INSTALLATION: The erection of Structural Plate Pipe-Arches, and Arches shall be in the sequence recommended by the manufacturer. Bolts shall not be tightened until the whole structure has been erected. Bolts may be set, using drift pins or bars to line up the holes. Bolts shall be tightened with torque wrenches to at least 200 Nm but not over 270 Nm of torque. All damaged spots in galvanizing coating that expose the base metal shall be repaired in accordance with Section 645. Any damaged spots in bituminous coating that expose the base metal shall be recoated with asphalt before the structure is backfilled.

1. ELONGATION: Elongation of Structural Plate Pipe shall be as shown on the Plans. The Contractor shall order the elongation of the vertical axis of the pipe to be done in the shop. When erection is completed the elongated axis shall be in a vertical position.

560.04 MEASUREMENT:

EXCAVATION AND BACKFILL: Excavation and Normal Backfill will not be measured for payment. Backfill materials, Types II and III will be measured in accordance with Sub-Section 207.07.
CIRCULAR PIPE (ALL TYPES): The overall length of Circular Pipe in place and accepted will be measured in linear meters along the central axis of the pipe diameter.
PIPE-ARCHES: The overall length of Pipe-Arch in place and accepted will be measured in linear meters along the bottom center line of the pipe-arch.

632

561.02

MULTIPLE INSTALLATIONS: In multiple installations each single line of culvert structure will be measured separately.
ARCH CULVERTS: Arch Culverts of the dimensions and materials shown on the Plans, complete in place, including necessary foundations, walls and wings will be measured as a designated unit.

560.05 PAYMENT: Excavation will notbe paid for separately, but all of the other provisions of Sections 205 and 208 shall govern. Backfill will be paid for in accordance with Section 207. All Structural Plate Pipe, Pipe-Arch and Arch Culvert installations, complete in place and accepted, will be paid for at the Contract Price for each Item which payment shall be full compensation for the Item, including excavation; furnishing and hauling of all materials; installation; cutting of pipe where necessary; repair or replacement of damaged sections; all necessary connections, strutting and elongating; providing temporary drainage, and for joining an extension to an existing structure where required.
Such payment shall also be full compensation for removal, disposal or use of all excavated materials as directed by the Engineer.

Payment will made made under: Item No. 560. Structural Plate Pipe mm H=_ _ Item No. 560. Structural Plate Pipe Arch (Span) mm. (Rise) mm
Item No. 560. Structural Plate Arch Culvert Structure No._ _

per Linear Meter per Linear Meter
Lump Sum

SECTION 561-RENOVATING EXISTING PIPE

561.01 DESCRIPTION: This Work shall consist offurnishing and inserting a helically corrugated metal pipe inside an existing metal pipe and then pressure grouting the space between two pipes.

561.02 MATERIALS: The materials shall be in accordance with the

following Specifications:

Corrugated Steel Pipe (Helically Corrugated)

844.01 *

Portland Cement, Types I or II

830

Mineral Filler (Limestone Dust)

883

Fly Ash, Type A

831

Water

880

Fine Aggregate, Size No. 20

801.02

Agricultural Lime

882.02**

*Georgia Standard 1030D will be used to determine the metal thickness of

the insert pipe.

**Agricultural Lime, when used for this Work, shall have 90 percent

minimum passing the 600 J.lm sieve and 30 percent minimum passing the 75

J.lm sieve.

GROUT MIXTURES: Any of the following mixes may be used. The

quantity of mixing water used with the dry ingredients shall be that quantity

633

561.03
which will produce a grout of such consistency that the time of effiux from the flow cone will be a minimum of sixteen (16) seconds and a maximum of twentytwo (22) seconds when tested in accordance with GDT 84. Cement, cement and limestone dust, or cement and fine aggregate may be added to the batch proportions to produce the required consistency.
TABLE OF GROUT MIXTURES

MIX PROPORTIONS, PERCENT BY WEIGHT OF DRY MATERIALS

DRY MATERIALS
Cement Limestone Dust Fly Ash Fine Aggregate

GROUT TYPES

1

2

34

5

25

25 25 25 100

25 75 50

25

25

50

50

561.03 EQUIPMENT:
A. BATCHING EQUIPMENT: The batching equipment shall include weight hoppers and scales for each dry material or calibrated volumetric batch hoppers. Volumetric batch hoppers shall be calibrated in increments that are equivalent to one 42.6-kg bag of cement.
B. MIXING EQUIPMENT: The mixing equipment shall consist of a watertight batch type mixer that is capable of blending the various materials into a homogenous mixture.
C. GROUT PUMPING EQUIPMENT: The grout pumping equipment shall consist of a positive displacement, piston-type pump or a screw type worm pump. The discharge line shall be equipped with a positive cut-off valve at the nozzle end and a by-pass return line for recirculating the grout back into a holding tank or mixer. The end of the discharge line shall be equipped with a nozzle or device that will remain secure in the 25 mm grout pipe and be free of appreciable leaks.
D. Equipment sufficient to pull the new helically corrugated metal pipe.
561.04 CONSTRUCTION:
A. The existing pipe shall be cleaned and inspected. In the event subsidence has occurred which would prevent the new pipe from being pulled through, the engineer shall be immediately notified.
B. A nose cone of sufficient strength to withstand pulling the new pipe shall be both welded and bolted to the end of the pipe. The nose cone shall include a ring for attachment of the pulling cable.
C. Mter pulling the new pipe through the old one, the space between the

634

570.03

pipes shall be plugged at both ends with concrete or mortar. A 25 mm grout pipe with threaded ends on the outside shall be inserted into the tops of the plugs at both ends of the pipes and a threaded cap screwed on.

D. After the pipe plugs have been in place a time sufficient to develop strength to withstand pressure grouting, the grout pipe caps shall be removed. The grout pump shall be connected to the downstream grout pipe and grout pumped into the void until it flows freely from the upstream grout pipe.
E. After pumping is complete, the grout pipe caps shall be replaced.

561.05 MEASUREMENT: Renovating Existing Pipe will be measured by the linear meter of the specified diameter of new pipe installed.

561.06 PAYMENT: Renovating Existing Pipe, measured as specified above, will be paid for at the Contract Unit Price bid per each diameter and metal thickness of new pipe. Such payment shall be full compensation for satisfactorily completing all work described in this Section including clean up and restoration of any damaged areas.

Payment will be made under: Item No. 561. Restoration of Existing Pipe Thickness)

mm (Metal per Linear Meter

SECTION 57o-MINOR DRAINAGE STRUCTURES FOR DETOURS
570.01 DESCRIPTION: This work shall consist of selecting, constructing and maintaining minor structures used on detours for cross drains or side drains and removing such structures after the detour is no longer needed.
This item covers only the use of minor structures. When the Plans call for constructing, maintaining, and removing a detour bridge, the provisions of Section 541 shall apply.
570.02 MATERIALS: All materials will be selected by the Contractor but shall be subject to the following requirements:
A. BRIDGE TYPE STRUCTURE: If the Contractor elects to use a bridge type structure instead of one or more pipes, the Contractor shall present plans of the proposed structure to the Engineer for approval before construction is started. Each bridge type structure shall have a minimum roadway width of at least 600 mm greater than the approach pavement width or 7.2 m whichever is greater; load capacity equivalent to AASHTO HS-15 loading: and shall be provided with suitable hub guards and handrailing.
B. PIPE CULVERT: If pipe culverts are used, they shall be long enough to accommodate the detour grade and cross section shown on the Plans.
570.03 CONSTRUCTION: All structures shall have adequate openings and shall be suitable for the purpose intended. Unless otherwise modified by a Special Provision, the Contractor shall provide for uninterrupted flow of traffic

635

570.04

over the existing highway or the completed detour, as the case may be, and shall assume all risks involved in the design, construction, maintenance, and removal of each structure including all damage thereto from the elements and all other causes.
Subject to the approval of the Engineer, construction methods will be selected by the Contractor.

570.04 MEASUREMENT: The quantity to be measured for payment will be the entire structure at the location specified. Multiple lines of pipe used in lieu of a bridge type structure or a single larger diameter pipe shall be considered
as one structure.

570.05 PAYMENT: This Item will be paid for at the Lump Sum Price bid for each structure, which price shall include materials, labor, equipment, and small tools necessary to construct, maintain, and remove the structure, and to dispose of the materials. Upon removal, materials shall become the property of the Contractor.
60% of the Lump Sum Price will be paid when the structure is complete in place. The remaining 40% will be paid when the maintenance period is complete, the structure removed and the materials disposed of.

Payment will be made under: Item No. 570. Construct, Maintain and Remove Detour Drainage Structure N0.__

Lump Sum

SECTION 573-UNDERDRAINS

573.01 DESCRIPTION: This work shall consist of the construction of the underdrains with perforated pipe, in accordance with the Specifications and in reasonably close conformity to the details, lines, and grades shown on the Plans, or as directed by the Engineer.

573.02 MATERIALS: Materials shall meet the requirements of the

Specifications, including the references shown below, for the type materials used.

Any type of pipe specified below may be used on a Project unless the Plans

state otherwise; however, only one type of pipe will be permitted in continuous,

interconnecting lines.

Aggregate for Underdrain

806.01

Corrugated Aluminum Alloy Underdrain Pipe

840.01

Corrugated Steel Underdrain Pipe

844.04

Polyethylene (PE) Plastic Corrugated Underdrain Pipe

839

573.03 CONSTRUCTION: The Contractor shall arrange the work schedule so that the underdrain installations will coincide with other operations on the Project in a manner which will prevent conflict, damage, or infiltration of materials.

A. EXCAVATION: The excavation shall be performed in accordance with the details and elevation shown on the Plans, or to an increased depth, if so directed by the Engineer, to intercept the water-bearing strata. When unstable

636

573.05
conditions are encountered in the bottom of the trench, sufficient unstable material shall be removed, approved granular material added and compacted so as to provide a stable foundation for the pipe.
B. LAYING PIPE: Pipe shall be laid in accordance with the details shown on the Plans, with the perforations on the underside of the pipe unless otherwise directed by the Engineer. Bell and spigot and tongue and groove pipe shall be laid with the bell or grooved end upstream with the bells bedded in the foundation material. The joints shall be firmly connected. Pipe with butt joints shall be securely connected with appropriate size and type and band or coupling. Miscellaneous material items such as pipe screens, caps, plugs, ells, wyes, tees, and markers, shall be installed as indicated on the Plans or as otherwise specified.
C. BACKFILLING: Mter the pipe has been properly laid, the drainage aggregate shall be placed in 150 mm layers and each layer thoroughly compacted until the total Plan depth is reached. Care shall be taken not to disturb the pipe alignment.
D. MARKERS: Each outlet end of the drainage system shall be marked in accordance with Plan details.
E. PROTECTION FROM CONTAMINATION: The Contractor shall take all necessary precautions to protect the filter material from contamination by foreign matter. Particular attention must be given to the top surface of the filter blanket when it is to be covered by an Aggregate Drainage Course. Soil infiltration caused by the placement of soil courses over the filter material is incidental to The Work and is not considered to be contamination.
In the event the aggregates become contaminated, the contaminated portion shall be removed and replaced with clean filter material prior to the placement of succeeding layers of filter blanket or the placement of Aggregate Drainage Course. This removal and replacement will not be paid for separately, but shall be included in the Bid Price for the Underdrain Pipe.
573.04 MEASUREMENT: The quantity of underdrain pipe including drainage aggregate, or underdrain pipe only, complete in place and accepted, will be measured in linear meter along each line or lateral, from center to center of functions and fittings. When the Contractor has been directed to undercut and backfill the trench, the depth measured for payment will be to the bottom of the required undercut.
573.05 PAYMENT: Each size of underdrain pipe measured as specified above will be paid for at the Contract Price per linear meter as follows:
A. UNDERDRAIN PIPE ONLY: Payment for pipe under this Item shall include ground preparation, excavation, backfilling, disposal of surplus material, and all appurtenances such as screens, tees, wyes, ells, and markers required to complete the Item.
637

574.01

B. UNDERDRAIN PIPE INCLUDING DRAINAGE AGGREGATE: Payment

for pipe under this Item shall include specified drainage aggregate and, in

addition, shall include all items listed under Sub-Section 573.05.A above.

Underdrain Pipe including drainage aggregate complete in place at depths

greater than 1.8 m below the final elevation established for the top of the

trench measured as specified above, shall have an adjusted Unit Price

computed by increasing the Contract Unit Price by a percentage based on the

extra depth as follows:

From over 1.8 m to and including 2.4 m

At Contract Price plus 20

percent. Over 2.4 min depth

By Change Order and

Supplemental Agreement

Payment will be made under: Item No. 573. Underdrain Pipe Only mm Item No. 573. Underdrain Pipe including Drainage Aggregate mm

per Linear Meter per Linear Meter

SECTION 574-EDGEDRAINS

574.01 DESCRIPTION: This work shall consist of the construction of Edgedrains with perforated pipe, in accordance with the Specifications and in reasonably close conformity to the details, lines, and grades shown on the Plans, or as directed by the Engineer.

574.02 MATERIALS: Materials shall meet the requirements of the

Specifications, including the references shown below,for the type material used.

Any of the following types of pipe may be used on a Project unless the

Plans state otherwise; however, only one type of pipe shall be permitted in

continuous interconnecting lines.

Corrugated Aluminum Alloy Underdrain Pipe

840.02

Concrete Underdrain Pipe

843.03

Polyethylene (PE) Plastic Corrugated Underdrain Pipe

839

Drainage Aggregate Backfill, Size No. 78

800.01

Asphaltic Concrete

400

Plastic Filter Fabric (Non-Woven)

881.06

574.03 CONSTRUCTION: The Contractor shall arrange the operation so as not to leave any open trenches at the end of each work day. Placement of edgedrains shall not be accomplished until all pavement slabs to be pressure grouted in the immediate area have been grouted, cured and determined stable by the Engineer. Installation of edgedrains shall coincide with any other operations on the Project in a manner which will prevent conflict, damage or improper infiltration of other materials. All trenches opened shall be completed, including asphalt cap, each working day.

A EXCAVATION: The excavation shall be performed in accordance with the details and elevations shown on the Plans, or as directed by the Engineer.

B. FILTER FABRIC: Shall be placed in accordance with Plan details.

638

574.05
In the event the drainage aggregate and/or the Filter Fabric become contaminated or the Filter Fabric is damaged during the backfilling operation, the contaminated and/or damaged materials shall be removed and replaced with undamaged, uncontaminated materialCs)
This removal and replacement shall be performed at no additional cost to the Department.
C. LAYING PIPE: Pipe shall be laid in accordance with the details shown on the Plans, with perforations on the underside of the pipe unless otherwise directed by the Engineer. Bell and spigot and tongue and groove pipe shall be laid with the bell or grooved end upstream with the bells bedded in the foundation material. The joints shall be firmly connected. Pipe with butt joints shall be securely connected with the appropriate size and type of band or coupling. Miscellaneous material items such as pipe screens, caps, plugs, covers, ells, eyes, tees, and markers shall be installed as indicated on the Plans or as otherwise specified.
D. BACKFILLING: After the pipe has been properly laid, the additional backfill material of the type required shall be placed in 150 mm layers and each layer thoroughly compacted to 100% of the target density and completed to the depth shown on the Plans, details, or as directed by the Engineer. Care shall be taken not to disturb the pipe alignment or damage the Filter Fabric. The target density shall be established as 1.18 times the average of five dry density determinations made on the material in the trench before any compactive effort is applied. The five determinations shall be spaced over at least 150 m and shall be determined using the 150 mm direct transmission density mode in accordance with GDT 59. The edgedrain backfilling operation shall include the placing of a compacted asphaltic concrete cap on the trench as shown in the Plans, details, or as directed by the Engineer.
E. MARKERS: Each outlet end of the drainage system shall be marked in accordance with Plan details.
F. PROTECTION FROM CONTAMINATION: The Contractor shall take all necessary precautions to protect the backfill material from contamination by foreign matter. In the event the aggregates become contaminated, the contaminated portion shall be removed and replaced with clean material prior to the placement of succeeding layers.
574.04 MEASUREMENT: The quantity of edgedrain pipe, including backfill material, and filter fabric, complete in place and accepted, will be measured in linear meters along each line or lateral, from center to center of junctions and fittings.
574.05 PAYMENT: Each size of edgedrain pipe measured as specified above will be paid for at the Contract Price per linear meter as follows:
EDGEDRAIN PIPE INCLUDING BACKFILL MATERIALS: Payment for pipe under this Item shall include preparation, excavation, backfilling,
639

576.01

specified backfill materials and filter fabric, disposal of surplus material, and all appurtenances such as screens, tees, wyes, ells, and the asphaltic concrete cap over the trench.

Payment will be made under:

Item No. 574. Edgedrain Pipe including Backfill Material

and Filter Fabric mm

per Linear Meter

SECTION 576-SLOPE DRAIN PIPE

576.01 DESCRIPTION: This work shall consist of furnishing and installing slope drains made of corrugated steel pipe, corrugated aluminum pipe or corrugated smooth lined polyethylene pipe at the locations shown on the Plans. The installations shall include the excavation and backfill required to complete the Item.

576.02 MATERIALS: All Materials shall meet the requirements of the

following:

Corrugated Aluminum Alloy Slope Drain Pipe

840.02

Corrugated Steel Culvert Pipe

844.01

Corrugated Smooth Lined PE Pipe

845.01

The nominal thickness of the metal for slope drain pipe shall conform to the minimum thickness or gauge specified in the design tables, unless otherwise shown on the Plans.

576.03 CONSTRUCTION METHODS: Slope Drain Pipe shall be placed in an open trench excavated to line and grade as shown on the Plans or as directed. Before placing the pipe, the foundation shall be tamped until it is firm and stable.
Pipe sections having circumferential joints shall be laid with the outside laps of circumferential joints uphill.
After installing the pipe, the trench shall be immediately backfilled with materials obtained from the excavation or other approved sources. The backfill shall be placed in layers not exceeding 200 mm thick and each layer compacted until it is firm and stable.

576.04 MEASUREMENT: The number of meters of Slope Drain Pipe shall be the actual number of linear meters of the size installed and accepted.

576.05 PAYMENT: Accepted Slope Drain will be paid for at the Contract Price per Linear Meter for the size specified, which payment will be full compensation for all labor and incidentals necessary to complete the Item.

Payment will be made under: Item No. 576. Slope Drain Pipe _ _ mm

per Linear Meter

SECTION 577-METAL DRAIN INLETS
577.01 DESCRIPTION: This work shall consist of installing Metal Drain Inlets in accordance with the Specifications and Plan details.
On Projects where the grading and paving are let simultaneously, the Item
640

577.03

will be designated as "Metal Drain Inlets-Complete Assembly." For this type of construction The Work shall be done in two stages. Stage I Construction shall be done as soon as an embankment is completed. Stage 2 Construction shall be done progressively as the paved shoulders are completed.
On grading Projects where no paving is involved, the installations will be limited to Stage 1 Construction.
On paving Projects where the grading has been completed and Metal Drain Inlets are in place under Stage 1 Construction, the work involved will be to complete each assembly as specified under Stage 2 Construction.

577.02 MATERIAL: All materials shall meet the requirements of the

following Specifications:

Asphaltic Concrete "E" or "F"

400

Class B Concrete

441

Sand-Cement Bag Rip Rap

603

Slope Drain Pipe

576

Asphaltic Concrete Curb

436

Metal inlets shall be fabricated as integral units to the shape and dimensions shown on the Plans. The end section and reducer shall not be corrugated or perforated. Metal sheeting and spelter coating shall meet the requirements of Sub-Section 844.03. Damaged galvanized coating shall be repaired in accordance with Section 645.

Material used for Asphaltic Concrete Spillways shall be either Asphaltic Concrete "E" or "F," or the mixture used for Asphaltic Concrete Curb.

577.03 CONSTRUCTION: Metal inlet drainage assemblies shall be installed at locations shown on the Plans or where directed by the Engineer. Inlets shall be so located as to miss all future installations such as Guard Rail Posts, Lighting Standards, etc.
Slope Drain Pipe shall be installed in accordance with the requirements of Section 576.
Sand Cement Bag Rip Rap shall be placed in accordance with the requirements of Section 603.
Concrete Aprons shall be placed in accordance with the provisions of Section 441.
Asphaltic Concrete Spillways and Curbs shall meet the requirements of Section 400 or Section 436, whichever is applicable.

A. STAGE CONSTRUCTION: On combination grading and paving Projects, Metal Drain Inlet Assemblies shall be installed in two construction stages as follows:

1. STAGE 1 CONSTRUCTION: As soon as the initial grading of an embankment is completed, the Contractor shall install Metal Drain Inlets at the locations shown on the Plans or as directed. Each installation shall include the Metal Inlet, the necessary Slope Drain Pipe, and such Concrete Aprons, or Rip Rap as may be required to control erosion at the outlet end. In order to direct the water to the

641

577.04
inlets the Contractor shall crown the roadbed and construct an adequate roll of embankment material at the shoulder line. It will be the Contractor's responsibility to properly protect and maintain this drainage system so as to prevent all leakage, erosion and scouring. Gutters, Pipes and Inlets shall be kept open at all times.
2. STAGE 2 CONSTRUCTION: As soon as a section of paved shoulder is completed, the Contractor shall remove each adjacent Inlet from its original position as placed under Stage 1 Construction,and place it in its final position as shown on the Plans. A section of Slope Drain Pipe shall then be field cut to the required length to connect the existing Slope Drain Pipe to the Metal Inlet in its new position. The embankment material around the Inlet including the sUBgrade under the Asphaltic Concrete Spillway shall be compacted thoroughly and finished to a smooth, firm surface. The Asphaltic Concrete mixture for the Spillway shall then be placed on the prepared subgrade. The mixture shall be placed within the temperature limits set by the Engineer and shall be thoroughly compacted by rolling with a hand-operated roller weighing not less than 135 kg or with a small power roller of a type satisfactory to the Engineer. Areas that cannot be reached with rollers may be compacted with vibratory tampers or hand tampers, satisfactory to the Engineer. After compaction the surface shall be smooth, even, and of a dense and uniform texture. The shoulders and slopes shall be shaped and completed to conform to the required finished section. As soon as each drainage assembly is completed the Asphaltic Curb shall be placed at the edge of the paved shoulder and connected to the Inlet as shown on the Plans. This second stage operation shall be completed as rapidly as possible after the shoulders are paved so as to provide a complete drainage installation and prevent erosion of the embankment slopes.
3. METAL DRAIN INLET-Complete Assembly: Construction of each Metal Drain Inlet-Complete Assembly, shall include both the Stage 1 Construction and the Stage 2 Construction specified above.
577.04 MEASUREMENT: Each of the three different types of Metal Drain Inlet Installations, complete in place and accepted, will be measured for payment separately. In each instance, the 600 mm section of corrugated pipe, which is an integral part of each unit, will be included in the measurement.
Measurement of each Metal Drain Inlet-Complete Assembly, and each Metal Drain Inlet-Stage 2 Construction, shall also include the Asphaltic Concrete Spillway and that portion of Asphaltic Concrete Curb included within the limits of each Inlet Assembly, as shown on the Plans.
Measurement of each Metal Drain Inlet-Stage 1 Construction will include the integral drain unit and any Rip Rap, earth roll, or other incidental construction necessary to direct the water into the Inlet.
Other items of construction required in The Work and eligible for payment such as Slope Drain Pipe, Asphaltic Concrete Curb, Rip Rap, and Concrete Aprons, will be measured for payment in accordance with the construction Section pertaining to such Items.
642

581.01

577.05 PAYMENT: Each of the three types of Metal Drain Inlet installation, measured for payment as described above, will be paid for at the Contract Unit Price per Each.
Additional features pertaining to payment of Metal Drain Inlets are as follows:
Payment of each Metal Drain Inlet-Complete Assembly will include both the First Stage and Second Stage Construction as outlined above. When First Stage Construction is completed, and the installation is satisfactory to the Engineer, 50% of the Bid Price for each such Unit may be included for payment on the next statement. When the Second Stage Construction is completed, and the installation is satisfactory to the Engineer, the remaining 50% of the Bid Price for each such Unit may be included for payment on the next statement.
All other items of construction which are necessary to the complete installation and which are eligible for payment will be paid for in accordance with the construction Section pertaining to such Items.

Payment will be made under: Item No. 577. Metal Drain Inlet-Complete Assembly Item No. 577. Metal Drain Inlet-Stage 1 Construction Item No. 577. Metal Drain Inlet-Stage 2 Construction

per Each pel' Each per Each

SECTION 581-BEARINGS
POT BEARINGS
581.01 .DESCRIPTION:
A. GENERAL: The Work specified under this Section includes the furnishing and installing of pot bearings (fixed and expansion types), of the quality, type, and size designated herein and on the Plans; all as required by these Specifications and shown on the Plans or ordered by the Engineer.
B. DESIGN AND APPLICABLE CODES: The pot bearings shall be designed, fabricated and erected in accordance with these Specifications and the applicable requirements of the following Standard Codes and Specifications.
1. Section 501 of the Standard Specifications including all Supplements.
2. Current AASHTO Standard Specifications for Highway Bridges.
C. SUBSTITUTED BEARINGS: The Contractor may substitute pot bearings of a design similar to that shown on the Plans provided the bearings to be substituted are approved by the State Bridge Engineer and comply with the following:
1. Equal or better load carrying and moment capacity.
2. All control dimensions are maintained; bearings shall fit within the limits of detailed masonry plate.

643

581.02

3. Use filled TFE or unfilled (recessed) TFE.

4. The piston-cylinder clearance shall be limited to 0.76 mm. Additionally, a brass or stainless steel sealing ring shall be used to prevent extrusion of the elastomeric material.

5. Use elastomeric material as a confined medium within the pot.
6. The elastomeric disc shall be lubricated by a means acceptable to the Engineer.

7. Aluminum or aluminum alloy shall not be used.
8. Equal or better than the pot bearings shown on the Plans in all structural respects and shall meet all the design requirements.
581.02 MATERIALS:

A. GENERAL: All materials shall meet the requirements of the following

Sections of the Standard Specifications including the Standard

Supplement thereto and as modified or augmented in these Specifications:

1. Structural Steel

851

2. Anchor Bolts, Nuts, and Washers

852.02

3. Elastomeric Pads

885

4. Epoxy Resin Adhesives

886

5. Bearing Plated with TFE Surfaces

887

6. Painting

535

B. METALS: Stainless Steel Sliding Surface may, at the Contractor's option, be either of the options indicated below:
1. STAINLESS CLAD STEEL PLATE: Minimum eight percent stainless steel conforming to the requirements of ASTM A 264 (both Shear Strength and Bond Strength tests in 8.13 and 8.14 of ASTM A 264 are required); stainless steel cladding shall be Type 304; backing steel (base metal) shall be ASTM Designation A 709M, GR 345W.
2. STAINLESS STEEL PLATE WELDED TO A STEEL BACKUP PLATE: The minimum thickness of the stainless steel plate shall be 1.6 mm. The stainless steel shall be ASTM 240 Type 304; the steel backing plate shall be ASTM Designation A 709M, GR 345W unless otherwise indicated on the Plans. Welding of the stainless steel plate to the steel backing plate shall be accomplished by qualified welders. Welding procedures and welder qualification documents shall be furnished to the Department for review and approval prior to fabrication. The weld shall be entirely around the perimeter of the stainless steel plate.

3. SOLID STAINLESS STEEL PLATE: ASTM A 240, Type 304.
The stainless steel sliding surface shall be mill finished to a maximum surface roughness of 0.50 j.lm, RMS, in accordance with the requirements of ANSI S~andard B 46.1. The Contractor shall remove and replace, at no additional cost to the Department, bearing plates whose stainless steel sliding surfaces have been scratched or damaged.

644

581.03
C. STRUCTURAL STEEL: Structural steel for the masonry plates and the various components of the bearings shall meet the requirements of ASTM Specifications A 709M, GR 250 or A 709M, GR 345. Machine the base pot from a solid steel plate.
D. ANCHOR BOLTS: Anchor bolts including suitable nuts and washers shall meet the requirements of Sub-Section 852.02.
E. ELASTOMERIC MATERIAL: Elastomeric material used as the confined medium within the pot shall be 100 percent virgin chloroprene called "Neoprene" meeting the requirements of Section 885 of the Standard Specifications, and having a durometer hardness of 50 (+ or -) 5. Sealing Rings for containing the elastomer in the pot bearings shall be as specified by the pot bearing manufacturer, and shall meet the following requirements: 1. Be made of Brass or Stainless Steel. 2. Withstand and transmit all imposed loading. 3. Allow free movement of the piston. 4. Contain the elastomer within the pot under the maximum static and dynamic loading. 5. Prevent contamination of the elastomer with foreign matter.
F. EXPANDED MORTAR: Anchor bolts shall be set in preformed or drilled holes using expanding mortar. The expanding mortar shall meet the requirements of the Standard Specifications Section 506.
G. PAINT: All exposed steel of each bearing assembly other than stainless steel shall be painted per System IV of the Standard Specifications. Care shall be taken to keep TFE or sliding surfaces free of paint.
581.03 DESIGN REQUIREMENTS: The following are design parameters with which the pot bearing manufacturer must comply:
A BEARING ON CONCRETE: Maximum bearing pressure shall be as indicated in AASHTO.
B. ELASTOMERIC DISC: Design compressive stress shall be 25 MPa.
C. SLIDING SURFACES: Accommodate translation by sliding of a hard mating surface of stainless steel across a TFE surface.
1. STAINLESS STEEL SLIDING SURFACE: Accurate, flat surface with Brinnell hardness of 125 minimum.
a. Stainless steel sliding surface to completely cover TFE surface in all operating positions of the bearing.
b. Position the stainless steel sliding surface so that the sliding movement causes the dirt and dust accumulation to fall from the surface of the stainless steel.
2. TFE SLIDING SURFACE: Holes or slots shall not be used in the TFE sliding surface.
645

581.04
3. STATIC COEFFICIENT OF FRICTION: Under a load of 25 MPa shall not exceed 4 percent for Wlfilled TFE and 8 percent for filled TFE surfaces.
4. ROTATION: 0.015 radians.
5. The piston-cylinder clearance shall be limited to 0.76 mm. Additionally, a brass or stainless steel sealing ring shall be used to prevent extrusion of the elastomeric material.
581.04 SUBMITTALS:
A. SHOP DRAWINGS: The Contractor shall, before the fabrication of any bearings, submit to the Engineer shop drawings in accordance with the requirements of Sub-Section 501.03 of the Standard Specifications. The shop drawings shall include the following:
1. Plan and elevation of the bearing.
2. Complete details and sections showing all materials incorporated into the bearing.
3. All ASTM or other material designations.
4. Vertical and horizontal load capacity.
5. Rotation and translation capacity.
6. Compression stress on all sliding surfaces, as well as on the elastomeric surfaces, at maximum and minimum design loads.
7. Complete design calculations.
8. Complete erection and installation procedure.
B. CERTIFICATION: The pot bearing manufacturer shall furnish Certified Test Reports, Material Certificates and a Certificate of Compliance with these Specifications for each bearing furnished.
581.05 FABRICATION: TFE including its connection to its backup material shall be in accordance with the requirements of Section 887 of the Standard Specifications except as modified herein. The TFE sliding surface must be either bonded under factory controlled conditions or mechanically connected to a rigid backup material capable of resisting any bending stresses to which the sliding surfaces may be subjected. Alternatively, TFE material of twice the thickness specified above may be recessed for half its thickness in the backup material and shall not be less than 3 mm thick.
Where shown on the Plans, weld the pot to the masonry plate prior to the installation of the elastomer. Welding to steel plates which have a bonded TFE surface may be permitted, providing welding procedures are established and approved by the Engineer which restrict the maximum temperature reached by bond area to less than 150C as determined by temperature-indicating wax pencils or other suitable means.
After fabrication and before bonding of stainless steel or TFE, the backup material shall be planed to a true plane surface. The bonding of TFE sheets shall be performed at the factory of the manufacturer of the bearings under
646

581.06
controlled conditions and in accordance with the written instructions of the manufacturer of the approved adhesive system. Where TFE sheets are to be epoxy bonded, the side of the TFE sheet that is to be bonded to the metal shall be factory treated by the sodium napthalene or sodium ammonia process. After completion of the bonding operation, the TFE surface shall be smooth, flat and free from bubbles. Filled TFE surfaces shall then be polished.
Means shall be provided in the manufacturing and assembling of the bearings to positively locate all elements of the bearing.
Approval of bearings other than those detailed on the Plans shall be secured by the Contractor before constructing the portion of the substructure upon which the bearings will be installed.
Each bearing shall be assembled at the manufacturer's plant, marked for identification, and delivered to the site of construction as a complete unit. The bearings shall have permanent match-marks to indicate the normal position of the bearing. During transportation and storage all bearings shall be covered with moisture proof and dust proof covers.
581.06 TESTING AND ACCEPTANCE: All testing shall be performed by an approved testing laboratory or by the manufacturer under supervision of an approved independent expert. The manufacturer shall permit the Engineer access to all test facilities. The Contractor shall furnish Certified Test Reports, Materials Certificates, and a Certificate of Compliance in conformance with the requirements set forth in the Standard Specifications. All testing shall be performed in accordance with Sub-Section 887.04 of the Standard Specifications and the criteria contained herein. The Department at all times reserves the right to sample and test material and pot bearing assemblies as per Section 106 of the Standard Specifications.
Tests will be performed on complete bearing assemblies, or at the Contractor's option and expense, on a specially manufactured pot bearing prototype having a capacity of 181000 kg. Successfully tested full size bearings meeting all the requirements of this Sub-Section may be used in the construction providing that none of its components, finishes or surfaces have been damaged Prototype pot bearings, if used, shall be furnished at the Contractor's expense.
The manufacturer shall furnish facilities for the test and inspection of the completed bearings in the plant or at an independent test facility and the inspectors shall be allowed free access to the manufacturer's plant and test facility.
Specific items for which tests shall be performed are as follows:
A. COEFFICIENT OF FRICTION: Tests shall be performed to determine the static coefficient of friction of the first movement under a load of 25 MPa on piston area applied continuously for 12 hours prior to testing. Also determine under a load of 14 MPa on piston area the following:
1. Static coefficient offriction. It shall not exceed ten percent for filled TFE surfaces and 6 percent for unfilled TFE surfaces.
2. First movement static and dynamic coefficient of friction at a sliding speed of less than 0.4 mm/s. Values shall not exceed ten percent for
647

581.07
filled TFE surfaces and six percent for unfilled TFE surfaces.
3. After subjecting the bearing to 100 design movements at a speed of less than 5 mmls, determine the static and dynamic coefficient of friction. Values shall not exceed those indicated in Sub-Section 581.06.A.2. Any sign of bond failure or other defects shall be a cause for rejection of the pot bearings.
B. PROOF LOADING: Perform, under maximum design loads, proof loading and compression deflection tests on a full size pot bearing.
C. COLD FLOW: Subject an approved sample of filled TFE or unfilled TFE to a static pressure of 25 MPa for not less than 24 hours. TFE material shall be bonded or mechanically connected to its backup material the same as for the pot bearing. Any apparent cold flow of the TFE material will be cause for rejection ofthe pot bearing.
581.07 PRODUCTS DELIVERY, STORAGE, AND HANDLING:
A. ASSEMBLING AND MARKING: Assemble each pot bearing at the plant, mark for identification, and delivery to the construction site as a complete unit. Mark each bearing with permanent match-marks to indicate the normal position of the bearing.
B. TRANSPORTATION, STORAGE, AND HANDLING DURING CONSTRUCTION: The Fabricator and Contractor shall take appropriate steps to protect each pot bearing from dust and moisture and to store the TFE surface in the shade to avoid any damaging effects of ultraviolet rays. Adequate steps shall be taken by the Contractor to protect the pot bearings from damage during construction and to prevent the contamination of the various components of the pot bearings.
581.08 INSTALLATION:
A. SKILLED REPRESENTATIVE: The bearing manufacturer shall provide a skilled representative, certified by the manufacturer as being experienced in similar installations, to give aid and instruction to the Contractor during the installation of the pot bearings. The skilled representative shall be present during the initial installation of the bearings and during the welding, if not performed in the manufacturer's shop, of the pots to the masonry plates. The representative shall remain on the job until the bearing installation is proceeding without trouble and the workmen are experienced with the work required for each installation as determined by the Engineer. The Contractor shall arrange to have the manufacturer's skilled representative present at such other times as requested by the Engineer.
B. ERECTION:
1. Place bearings at their proper locations prior to erecting the superstructure to be supported by the bearings.
a. Adjust the pot bearings from the normal position at 15C to allow for
648

581.10

the ambient temperature at the time of erection.

b. Adjust the pot bearings to allow for all movements due to deflection after imposition of all dead loads, so that the bearing is in its proper position and parallel (free from any rotation) after the application of the dead load.

2. Pier tops shall be truly horizontal at the correct elevation with a plus or minus tolerance of zero. The Contractor shall not install the masonry plates until the pier tops have been accepted by the Engineer.

3. INSTALLATION OF ANCHOR BOLTS: Unless otherwise shown on the Plans, anchor bolts shall, at the Contractor's option, be either cast in the concrete or set in preformed holes. If they are to be set in preformed holes, the Contractor shall partially fill the preformed holes in the concrete substructure with epoxy grout; insert the anchor bolts to the prescribed depth; place any additional grout as required in the annular space around the anchor bolts until the grout is well packed and flush with the top surface of the concrete. Wipe clean exposed surfaces of the anchor bolts and substructure. No load shall be allowed on the grout that has been in place for less than 7 days.

4. INSTALLATION OF MASONRY PLATES: The masonry plates shall be set to proper elevation on the previously finished concrete pads.

5. INSTALLATION OF THE BEARINGS: The bearing shall be placed at the predetermined locations at the time of superstructure erection. All temporary restraints shall be removed as directed by the bearing manufacturer. The expansion bearings shall be adjusted from the normal position to allow for the ambient temperature at the time of erection or casting. The bearings shall also be adjusted horizontally on the masonry plate to properly fit the superstructure members being erected. After all adjustments and when approved by the Engineer, the bearings shall be welded to the masonry plate.

581.09 MEASUREMENT: Pot bearing assemblies will be measured on a per lump sum basis per each bridge. It shall be the Contractor's responsibility to determine the actual quantities required before submittal of the bid.

581.10 PAYMENT: The Work specified in this Specification shall be paid for at the Contract Lump Sum Price for "Pot Bearings, Bridge No.__." Such price and payment shall be full compensation for furnishing all materials and equipment, including all structural steel components of the bearings, masonry plates, top plates, sole plates, TFE, elastomers, anchor bolts, welding, the cost of designing the pot bearing, performing all necessary tests, furnishing prototype bearings, and test samples, performing all work as described and specified in this Specification or shown or indicated on the Plans, and all incidentals necessary to complete the installation of the pot bearing assemblies.

Payment will be made under: Item No. 581. Pot Bearings, Bridge No._ _

per Lump Sum

649

581.11

DISC BEARINGS

581.11 DESCRIPTION:

A GENERAL: The Work specified under this Section includes the furnishing and installing of disc bearings (fixed and expansion types), of the quality, type, and size designated herein and on the Plans; all as required by these Specifications and shown on the Plans or ordered by the Engineer.

B. DESIGN AND APPLICABLE CODES: The disc bearings shall be designed, fabricated and erected in accordance with these Specifications and the applicable requirements of the following Standard Codes and Specifications.

1. Section 501 of the Standard Specifications including all Supplements.

2. Current AASHTO Standard Specifications for Highway Bridges.

C. SUBSTITUTED BEARINGS: The Contractor may substitute disc bearings for the pot bearings shown on the Plans provided the bearings to be substituted are approved by the State Bridge Engineer and comply with the following Specifications:

1. Equal or better load carrying and moment capacity.

2. All control dimensions are maintained; bearings shall fit within the limits of detailed masonry plate.

3. Use filled TFE or unfilled (recessed) TFE.

4. Use Polyether Urethane disc material as a medium within the shear restricted disc bearing.

5. The Polyether Urethane disc shall be lined with PTFE on the bottom side of expansion guided bearings.

6. Aluminum or aluminum alloy shall not be used.

7. Equal or better than the pot bearings shown on the Plans in all structural respects and shall meet all the design requirements.

581.12 MATERIALS:

A GENERAL: All materials shall meet the requirements of the following Sections of the Standard Specifications: Standard Supplement thereto and as modified or augmented in these Specifications:

1. Structural Steel 2. Anchor Bolts, Nuts, and Washers 3. Elastomeric Pads 4. Epoxy Resin Adhesives 5. Bearing Plated with TFE Surfaces 6. Painting

851 501.02
885 886 887 535

B. METALS: Stainless Steel Sliding Surface may, at the Contractor's option, be either of the options indicated below:

650

581.12

1. STAINLESS CLAD STEEL PLATE: Minimum eight percent stainless steel conforming to the requirements of ASTM A 264 (both Shear Strength and Bond Strength tests in 8.13 and 8.14 of ASTM A 264 are required); stainless steel cladding shall be Type 304; backing steel (base metal) shall be ASTM A 709M, GR 345M.

2. STAINLESS STEEL PLATE WELDED TO A STEEL BACKUP PLATE: The minimum thickness of the stainless steel plate shall be 1.6 mm. The stainless steel shall be ASTM 240 Type 304; the steel backing plate shall be ASTM A 709M, GR 345W unless otherwise indicated on the Plans. Welding of the stainless steel plate to the steel backing plate shall be accomplished by qualified welders. Welding procedures and welder qualification documents shall be furnished to the Department for review and approval prior to fabrication. The weld shall be entirely around the perimeter of the stainless steel plate.

3. SOLID STAINLESS STEEL PLATE: ASTM A 240, Type 304. The stainless steel sliding surface shall be mill finished to a
maximum surface roughness of 0.50 j.lm, RMS, in accordance with the requirements of ANSI Standard B 46.1. The Contractor shall remove and replace, at no additional cost to the Department, bearing plates whose stainless steel sliding surfaces have been scratched or damaged.

C. STRUCTURAL STEEL: Structural steel for the masonry plates and the various components of the bearings shall meet the requirements of ASTM A 709M, GR 250 or A 709M, GR 345. Steel plates confining the disc are to be machined from solid steel plates.

D. ANCHOR BOLTS: Anchor bolts including suitable nuts and washers shall meet the requirements of ASTM A 709M, GR 345.

E. POLYETHER URETHANE ELASTOMERIC DISC: Disc material shall be 100 percent polyether urethane meeting the following Specifications:

PROPERTY

TEST METHOD

RANGE OF VALUES

Hardness, Durometer D

ASTM D 2240

62 + or -2

Tensile Stress, MPa at 100% elongation at 200% elongation

ASTM D 412 pulled at 8.5 mm/s

14 minimum 26 minimum

Tensile Strength, MPa

ASTMD412

34.5 minimum

Ultimate Elongation, %

ASTMD412

220 minimum

Compression Set, 22 hours at 71C, %

ASTM D 395

40% maximum

Compression Strain, % at 35 MPa stress*

Strain % 8.0 min 15.0 max

* Compression stress is based on the net plan area of the rotational element and the compressive strain is the percentage of the original thickness. Gross

651

581.13
bearing dimensions shall have a tolerance of -0 mm to + 3 mm.
F. SHEAR RESTRICTION MECHANISM: Designed to take horizontal forces at all possible vertical loads. Consists of a pin connected to the bottom plate and a ring connected to the upper bearing plate.
G. EXPANDED MORTAR: Anchor bolts shall be set in preformed or drilled holes using expanding mortar. The expanding mortar shall meet the requirements of the Standard Specifications Section 506.
H. PAINT: All exposed steel of each bearing assembly other than stainless steel shall be painted per System IV of the Standard Specifications. Care shall be taken to keep TFE or sliding surfaces free of paint.
581.13 DESIGN REQUIREMENTS: The following are design parameters with which the bearing manufacturer must comply:
A. BEARING ON CONCRETE: Maximum bearing pressure shall be as indicated in AASHTO.
B. Design compressive stress on the Polyether Urethane Disc shall be limited to 35 MPa and for any virgin PTFE the design compressive stress shall be limited to 25 MPa.
C. SLIDING SURFACES: Accommodate translation by sliding of a hard mating surface of stainless steel across a TFE surface.
1. STAINLESS STEEL SLIDING SURFACE: Accurate, flat surface with Brinnell hardness of 125 minimum.
a. Stainless steel sliding surface to completely cover TFE surface in all operating positions of the bearing.
b. Position the stainless steel sliding surface so that the sliding movement causes the dirt and dust accumulation to fall from the surface of the stainless steel.
2. TFE SLIDING SURFACE: Holes or slots shall not be used in the TFE sliding surface.
3. STATIC COEFFICIENT OF FRICTION: Under a load of 25 MPa shall not exceed 4 percent for unfilled TFE and 8 percent for filled TFE surfaces.
4. ROTATION: 0.03 radians maximum.
581.14 SUBMITTALS
A. SHOP DRAWINGS: The Contractor shall, before the fabrication of any bearings, submit to the Engineer shop drawings in accordance with the requirements of Sub-Section 501.03 of the Standard Specifications. The shop drawings shall include the following:
1. Plan and elevation of the bearing.
2. Complete details and sections showing all materials incorporated into the bearing.
652

581.15
3. All ASTM or other material designations.
4. Vertical and horizontal load capacity.
5. Rotation and translation capacity.
6. Compression stress on all sliding surfaces, as well as on the elastomeric surfaces, at maximum and minimum design loads.
7. Complete design calculations.
8. Complete erection and installation procedure.
B. CERTIFICATION: The disc bearing manufacturer shall furnish Certified Test Reports, Material Certificates, and a Certificate of Compliance with these Specifications for each bearing furnished.
581.15 FABRICATION: TFE including its connection to its backup material shall be in accordance with the requirements of Section 887 of the Standard Specifications except as modified herein. The TFE sliding surface shall be bonded under factory controlled conditions to a rigid backup material capable of resisting any bending stresses to which the sliding surfaces may be subjected. Alternatively, TFE material of twice the thickness specified above may be recessed for half its thickness in the backup material, shall not be less than 3 mm thick and shall be bonded in place under factory controlled conditions.
Where shown on the Plans, weld the lower steel plate to the masonry plate prior to the installation of the disk. Welding to steel plates which have a bonded TFE surface may be permitted, providing welding procedures are established and approved by the Engineer which restrict the maximum temperature reached by the bond area to less than 149C as determined by temperature indicating wax pencils or other suitable means.
After fabrication and before bonding of stainless steel or TFE, the backup material shall be planed to a true plane surface. The bonding of TFE sheets shall be performed at the factory of the manufacturer of the bearings under controlled conditions and in accordance with the written instructions of the manufacturer of the approved adhesive system. Where TFE sheets are to be epoxy bonded, the side of the TFE sheet that is to be bonded to the metal shall be factory treated by the sodium napthalene or sodium ammonia process. After completion of the bonding operation, the TFE surface shall be smooth, flat and free from bubbles. Filled TFE surfaces shall then be polished.
Means shall be provided in the manufacturing and assembling of the bearings to positively locate all elements of the bearing.
Approval of bearings other than those detailed on the Plans shall be secured by the Contractor before constructing the portion of the substructure upon which the bearings will be installed.
Each bearing shall be assembled at the manufacturer's plant, marked for identification and delivered to the site of construction as a complete unit. The bearings shall have permanent match-marks to indicate the normal position of the bearing. During transportation and storage all bearings shall be covered with moisture-proof and dust-proof covers.
653

581.16
581.16 TESTING AND ACCEPTANCE: All testing shall be performed by an approved testing laboratory or by the manufacturer under supervision of an approved independent expert. The manufacturer shall permit the Engineer access to all test facilities. The Contractor shall furnish Certified Test Reports, Materials Certificates, and a Certificate of Compliance in conformance with the requirements set forth in the Standard Specifications. All testing shall be performed in accordance with Sub-Section 887.04 of the Standard Specifications and the criteria contained herein. The Department at all times reserves the right to sample and test material and bearing assemblies as per Section 106 of the Standard Specifications.
Tests shall be performed on complete bearing assemblies, or at the Contractor's option and expense, tests shall be performed on a specially manufactured disc bearing prototype having a capacity of not greater than 181 000 kg. Successfully tested full size bearings meeting all the requirements of this section may be used in the construction provided that none of its components, finishes or surfaces have been damaged. Prototype bearings, if used, shall be furnished at the Contractor's expense.
The manufacturer shall furnish facilities for the test and inspection of the completed bearings in the plant or at an independent test facility and the inspectors shall be allowed free access to the manufacturer's plant and test facility.
Specific items for which tests shall be performed are as follows:
A. COEFFICIENT OF FRICTION: Tests shall be performed to determine the static coefficient of friction of the first movement under a load of 25 MPa on disc area applied continuously for 12 hours prior to testing. Also determine under a load of 14 MPa on disc area the following:
1. STATIC COEFFICIENT OF FRICTION: It shall not exceed ten percent for filled TFE surfaces and six percent for l.mfilled TFE surfaces.
2. First movement static and dynamic coefficient of friction at a sliding speed of less than 0.4 mm/s: Values shall not exceed ten percent for filled TFE surfaces and six percent for unfilled TFE surfaces.
3. After subjecting the bearing to 100 design movements at a speed of less than 5 mm/s, determine the static and dynamic coefficient of friction. Values shall not exceed ten percent. Any sign of bond failure or other defects shall be a cause for rejection of the bearings.
B. PROOF LOADING: Perform, under maximum design loads, proof loading and compression deflection tests on a full size disc bearing.
C. ROTATION: The Polyether Urethane element shall be capable ofretaining initial contact with the steel bearing plates through the rotational range l.lllder a compressive load equal in magnitude to the design load.
D. COLD-FLOW: Subject an approved sample of filled TFE or unfilled TFE to a static pressure of 25 MPa for not less than 24 hours. TFE material shall be bonded to its back-up material the same as for the disc bearing. Any apparent cold flow of the TFE material will be cause for rejection of the bearing.
654

581.18
581.17 PRODUCTS DELIVERY~ AND HANDLING:
A. ASSEMBLING AND MARKING: Assemble each disc bearing at the plant~ mark for identification, and deliver to the construction site as a complete unit. Mark each bearing with permanent match-marks to indicate the normal position of the bearing.
B. TRANSPORTATION, STORAGE, AND HANDLING DURING CONSTRUCTION: The Fabricator and Contractor shall take appropriate steps to protect each disc bearing from dust and moisture and to store the TFE surface in the shade to avoid any damaging effects of ultraviolet rays. Adequate steps shall be taken by the Contractor to protect the disc bearings from damage during construction and to prevent the contamination of the various components of the bearings.
581.18 INSTALLATION:
A. SKILLED REPRESENTATIVE: The bearing manufacturer shall provide a skilled representative, certified by the manufacturer as being experienced in similar installations, to give aid and instruction to the Contractor during the installation of the bearings. The skilled representative shall be present during the initial installation of the bearings, including the welding of the lower steel plates to the masonry plates. The representative shall remain on the job until the bearing installation is proceeding without trouble and the workmen are experienced with the procedure required for each installation as determined by the Engineer. The Contractor shall arrange to have the manufacturer's skilled representative present at such other times as requested by the Engineer.
B. ERECTION:
1. Place bearings at their proper locations prior to erecting the superstructure to be supported by the bearings.
a. Adjust the disc bearings from the normal position at 15C to allow for the ambient temperature at the time of erection.
b. Adjust the disc bearings to allow for all movements due to deflection after imposition of all dead loads, so that the bearing is in its proper position and parallel (free from any rotation) after the application of the dead load.
2. Pier tops shall be truly horizontal at the correct elevation with a plus or minus tolerance of zero. The Contractor shall not install the masonry plates until the pier tops have been accepted by the Engineer.
3. INSTALLATION OF ANCHOR BOLTS: Unless otherwise shown on the Plans, anchor bolts shall, at the Contractor's option, be either cast in the concrete or set in preformed holes. If they are to be set in preformed holes, the Contractor shall partially fill the preformed holes in the concrete substructure with epoxy grout; insert the anchor bolts to the prescribed depth; place any additional grout as required in the annular
655

581.19

space around the anchor bolts until the grout is well packed and flush with the top surface of the concrete. Wipe clean exposed surfaces of the anchor bolts and substructure. No load shall be allowed on the grout that has been in place for less than seven days.

4. INSTALLATION OF MASONRY PLATES: The masonry plates shall be set to proper elevation on the previously finished concrete pads.

5. INSTALLATION OF THE BEARINGS: The bearing shall be placed at the predetermined locations at the time of superstructure erection. All temporary restraints shall be removed as directed by the bearing manufacturer. The expansion bearings shall be adjusted from the normal position to allow for the ambient temperature at the time of erection or casting. The bearings shall also be adjusted horizontally on the masonry plate to properly fit the superstructure members being erected. After all adjustments and, when approved by the Engineer, the bearings shall be welded to the masonry plate.

581.19 MEASUREMENT: Disc bearing assemblies will be measured on a per lump sum basis per each bridge. It shall be the Contractor's responsibility to determine the actual quantities required before submittal of the bid.

581.20 PAYMENT: The Work specified in this Specification shall be paid for at the Contract Lump Sum Price for "Pot Bearings, Bridge No.__." Such price and payment shall be full compensation for furnishing all materials and equipment, including all structural steel components of the bearings, masonry plates, top plates, sole plates, TFE, Polyether Urethane Disc, anchor bolts, welding, the cost of designing the bearing, performing all necessary tests, furnishing prototype bearings, and test samples, performing all work as described and specified in this Specification or shown or indicated on the Plans, and all incidentals necessary to complete the installation of the bearing assemblies.

Payment will be made under: Item No. 581. Pot Bearings, Bridge No._ _

per Lump Sum

SECTION 602-DOUBLEWAL* PRECAST WALL
602.01 GENERAL: This Specification covers the materials, manufacture, construction, measurement, and payment for Doublewal Precast Walls. Included in the scope of work of the wall erection are: all grading necessary for wall construction, compaction of the wall foundation, general and local dewatering as required for proper execution of the Work, construction of footings, erection of precast concrete modules and caps, and placement and compaction of soils within the Doublewal modules. For the purposes of this Specification, the wall foundation shall include aU area underlying the footings and the precast modules. All other items required in the construction of the Doublewal Precast Walls including but not limited to general excavation, excavation and replacement of unsuitable materials, and berm construction shall conform to the applicable sections of the Standard Specifications.
656

602.02

The architectural treatment of the modules shall be in accordance with the Plan details.
*Doublewal is a trademark. It shall be the Contractor's responsibility to
make his own arrangements to procure all precast concrete modules and caps, joint materials, and all expertise necessary to construct the Doublewal Precast
Wall. Doublewal, or its licensee, shall provide an erection supervisor who is thoroughly familiar in the Doublewal erection technique to assist the Contractor in the erection of the Doublewal and to verify that the Doublewal is erected properly.

602.02 MATERIALS:

A. REINFORCING STEEL: reinforcing steel shall conform to Section 853 of the Standard Specifications.

B. CONCRETE:

1. Concrete for precast modules and caps shall be Class AAA in accordance with Sub-Section 500.03.

2. Cast in place concrete for footings and traffic barriers and precast parapets shall be Class A as per Sub-Section 500.03.

C. JOINT TREATMENT:

1. All joints between modules shall be covered on the back side of the front face of the wall and on the inside of the back of the wall by a plastic filter fabric meeting the requirements of Sub-Section 881.06. Woven or non-woven fabric may be used except as noted in Sub-Section 602.02.C.2.

2. In flood plains, woven fabric only shall be used 1 m above and entirely below the 100 year flood elevations.

3. Rubber pads having a durometer hardness of 80+5 shall be used for bearing pads between all modules as indicated in Figure No. 1.

4. Preformed cork conforming to ASTM D 1752, Type II, shall be placed adjacent to the key of transition modules as recommended by the Doublewal Corporation.

5. The minimum width and lap of plastic filter fabric sheets shall be as follows:

For Vertical Joints For Horizontal Joints All Laps in Fabric

300 mm 300 mm
1m

D. BACKFILL: Modular backfill materials used within the rectangular cells of the
Doublewal Precast Wall shall meet the following requirements:

1. Be free from organic or otherwise deleterious material.

2. Conform to the following gradation limits:

657

602.03

Sieve Size

Percent Passing

100mm 50mm 2.00mm
75J.lm

100
80 - 100 20 - 90 0-12

E. DRAINAGE:

1. Underdraih pipe shall meet the requirements of Sub-Section 573.02.

2. Filter fabric shall meet the requirements of Section 881.

3. Stone shall conform to Sub-Section 806.01.

F. CERTIFICATION: Acceptance of joint fillers furnished for the Work will be based on Sub-Section 106.05.

G. BEARING PADS: Bearing pads shall be a resilient, weather resistant elastomer. Fiber reinforcement with rayon, nylon, and fiberglass or combinations of these fibers will be permitted. The physical properties of
the material shall be as follows:

1. Dimensions - Dimensions shall be as detailed on the Plans. Various thicknesses may be required for leveling purposes.

2. Compression Modulus - 8 MPa compression at less than 50 percent of the ultimate compressive strain. (Determination shall be run on 13 mm specimen.)

3. Shear Modulus - 3.5 MPa in direct shear while compressed. 8 MPa at 50 percent ultimate shear strain uncompressed. (Determination shall be run on 13 mm specimen,)

4. Tensile Strength - 3 MPa minimum tested in both transverse and longitudinal direction.

5. Property Retention:

a. Heat Aging - ASTM D 573 at 70C for 72 hours

b. Change in tensile strength - 25 percent maximum

c. Change in elongation - 25 percent maximum

d. Creep - No failure when stressed to the above maximum requirements for long periods oftime.
Certification of the above properties shall be in accordance with Sub-Section 106.05 of the Standard Specifications.

602.03 FABRICATION:

A. REINFORCING STEEL: Reinforcing steel for precast modules and other components shall be shop fabricated in accordance with the requirements ofthe Doublewal Corporation.

B. PRECAST CONCRETE:

658

602.03
1. CASTING: Casting shall be in accordance with the requirements of the Doublewal Corporation. The concrete in each unit shall be placed without significant interruption and shall be consolidated by the use of an approved internal vibrator plus external vibrators securely attached to the steel form.
2. CURING: The units shall be cured as specified by Sub-Section 865.03.K. for a sufficient length of time so that the concrete will develop the specified compressive strength.
3. REMOVAL OF FORMS: The forms shall remain in place until they can be removed without damage to the unit.
4. CONCRETE FINISH AND TOLERANCES: Concrete surface for the front face shall be cast against steel forms or architectural form liner if noted on the Plans. All units shall be manufactured within the following tolerances:
a. All dimensions within 5 mm.
b. Deviation from square measured on diagonal - 8 mm.
c. All bearing surfaces (top of module's front panel and back panel) shall be finished to within 3 mm when measured with an 2.4 m straight edge.
d. EXPOSED SURFACE TOLERANCE:
(1) SMOOTH FINISH: Any variations in excess of 2.5 mm when tested with a 1.5 m straight edge shall be satisfactorily corrected before the panel is moved from the casting yard.
(2) OTHER TYPES OF FINISH: Other types of finish shall conform to approved samples displayed by the Manufacturer.
5. COMPRESSIVE STRENGTH: Compression tests to determine the minimum strength requirements shall be made on cylinders as tested by the Department. A minimum of three cylinders for determining when the units may be put into service shall be made from each day's production and cured in accordance with GDT 35.D.3.c. of the Georgia Department of Transportation Sampling, Testing, and Inspection Manual. Shipping strength shall be equal to the required 28 day strength. An additional two specimens for determining 28 day strength shall be made for each day's production or for each 40 cubic meters of concrete placed, whichever is the lesser amount of concrete, and cured in accordance with GDT 35.D.3.b and d. The 28 day compressive strength shall be at least 35 MPa. Compressive strength tests shall be in accordance with AASHTO T 22. In the event that the cylinder tests are questionable, cores may be taken from modules at the manufacturer's option and expense and used to determine the 28 day strength.
6. TESTING AND INSPECTION: Acceptability of the precast units at the casting yard shall be determined on the basis of compression tests
659

602.04
and visual inspection during and after casting to determine conformance with the Specifications and drawings. The precast units shall be considered acceptable, regardless of curing age, when compression test results indicate strength will conform to 28 day Specifications and all other requirements. The manufacturer shall furnish such facilities and assistance as is necessary to carryon the sampling and testing in an expeditious and satisfactory manner.
7. MARKING: Each unit shall be marked in accordance with the requirements ofthe Office ofMaterials and Research.
8. HANDLING, STORAGE AND SHIPPING: All modules shall be safely handled, stored, and shipped in such a manner as to eliminate the danger of damage to the module.
9. REPAIRS AT THE PLANT: Before shipment, sUlfaces of all precast units will be examined. Honeycombing and other defects in the wall surfaces shall be properly patched to the satisfaction of the Engineer, who will be the sole judge of the acceptability of the repairs.
10. REJECTION: Units shall be subject to rejection because of failure to meet any of the requirements specified under Sub-Sections 602.03.B.4. and 602.03.B.5. and any of the above paragraphs. Units that are cracked, damaged, or do not meet tolerance requirements as specified herein will not be allowed on the job site.
C. SHOP DRAWINGS: Shop drawings shall be furnished with each job. The shop drawings shall indicate all general notes for constructing the wall, all dimensions for the modules, all fabrication tolerances, all material requirements, all reinforcing steel, and all module size markings which must agree with wall designations on the construction plans. The project construction number, Prime Contractor and wall designation must be included in a title block located in the lower right hand corner of the sheet. A summary of quantities shall be included indicating the cubic meters of concrete and kilograms ofreinforcing steel in each module and unit of parapet and footing. Shop drawings shall be submitted to the Department for review and approval via the Contractor. Shop drawings must be approved prior to the start offabrication ofthe wall elements.
602.04 CONSTRUCTION:
A. FOUNDATION:
1. The foundation bed for the Doublewal Precast Wall shall be excavated and compacted as required herein, and shall be approved by the Engineer before erection is started.
2. Footings as shown on the project plans shall be cast in place to the dimensions and details indicated. The footings can be constructed with or without forms. The top of footing elevation shown on the Plans shall be adhered to strictly.
660

602.04
B. WALL ERECTION:
1. The Precast Concrete Module Units shall be installed in accordance with the manufacturer's recommendations as shown on the approved shop drawings. Special care shall be taken in setting the bottom course of units to true line and grade. The foundation for the wall shall be graded level for a width equal to the width of the lower course unit. Prior to erecting the wall this area shall be compacted to at least 95 percent of maximum laboratory dry density as specified in Sub-Sections 208.03.B.2.c(2) and 208.03B.2.c.(3). Any foundation soils found to be unsuitable or incapable of sustaining the required compaction shall be removed and replaced as hereinafter provided. As the modules are placed on the footing, the horizontal levelness from one module to another, measured on the top of the module's front face and back face, shall not vary from level more than 3 mm when measured with a 3 m straight edge and level. As the additional layers of modules are placed on the existing layer of modules, this tolerance shall be maintained. Ifleveling is required, various thickness of bearing pads may be used to level the module. These pads shall be placed on the beams' bearing pads. At no time shall the total thickness of the rubber bearing pads exceed 20 mm.
2. All modular units above the first course shall interlock with lower courses. Vertical joints shall be staggered with each successive course. The vertical joint opening on the front face of the wall shall not exceed 20 mm. Joint treatment shall be installed in the horizontal joints of both faces as per Sub-Section 602.02.C.3.
3. Tolerances and alignment shall be in accordance with Georgia Department of Transportation Specifications for concrete structures. In addition, vertical tolerances (plumbness) and horizontal alignment tolerances shall not exceed 10 mm when measured along a 2.4 m straightedge. The overall vertical tolerance of the wall (plumbness from top to bottom) shall not exceed 5 mm/m of wall height, except for a battered wall design in which the variation of the battered plane from the theoretical shall not exceed 5 mm/m of wall. The surface of the footing shall vary from level no more than 1 mm/m.
4. Repairs at the job site, if necessary, shall be done by experienced personnel utilizing methods and materials recommended by the manufacturer. Patching shall be done only when conditions exist which assure that the repaired area will conform to the balance of the Work with respect to appearance, strength, and durability. The Engineer shall be the sole judge as to acceptability of repairs.
C. MODULAR BACKFILL MATERIALS:
1. Each successive course of modular units shall be backfilled. The rectangular cells of those Doublewal Precast Walls that are directly below the edge of travelway shall be filled with modular backfill
661

602.05
material in two lifts or layers with each layer compacted to 95 percent of maximum laboratory dry density. Those cells beyond the above described may be filled in one lift or layer and then compacted to 90 percent of maximum laboratory dry density.
2. Modular backfill material and embankment around the outside of the wall shall be placed in accordance with the applicable requirements of Section 208.
3. When erecting a wall, placement of backfill behind the wall shall closely follow erection of successive courses of units. At no time shall the difference in elevation between the modular backfill material and the top of the last erected course exceed 1.8 m.
4. Underdrain, if required, shall be placed in accordance with the details shown on the Plans and in accordance with applicable Standard. Specifications. The costs of underdrain shall be included in the cost of the Modular Backfill Material.
5. Modular backfill material at bridge structures, and extending for 30 m from the lateral limits of the bridge, shall contain sufficient fines to fill the voids in the aggregate and be compacted to at least 95 percent of maximum laboratory dry density. The modular backfill material shall be placed in two lifts.
D. STORM DRAINS: Wall modules shall be provided with the appropriate storm drainage cast into modules at the elevation and locations indicated on drainage profiles. The construction of catch basins and placement of storm drains must be coordinated with the Doublewal Precast Wall construction.
E. DEWATERING: The Contractor shall furnish, install, operate, and maintain satisfactory dewatering systems as necessary to maintain the site in a dry and workable condition so as to permit grading and compacting of the wall foundation and proper erection and backfill of the wall. These systems shall include all equipment and materials and shall be continued as long as necessary. Cost of dewatering shall be included in the price bid for Modular Backfill Material.
602.05 MEASUREMENT: When a DoubJewaJ Precast Wall is built to plan dimensions, the Plan quantities will be the pay quantities. When plan dimensions are changed by the Engineer during construction, or when original plans are in error, the revised Plan quantities will be the pay quantities.
A. EXCAVATION AND SHORING: Any excavation, including any required unstable material removal, and shoring necessary for the construction of a Doublewal Precast Wall will not be measured and paid for separately.
B. MODULES: The area of modules, complete in place and accepted, will be designated for payment by the square meter of surface area of the front face of each module width. The front face of wall shall be that face exposed to view.
662

602.06
C. MODULAR BACKFILL MATERIAL: The modular backfill material used in the modules will be designated for payment by the cubic meter, complete in place. Any modular backfill material required by construction procedures to extend beyond the width and height of modules shall be considered incidental and its cost included in the price bid for Contract items. Any increases in foundation excavation resulting from undercut ordered by the Engineer and requiring modular backfill material to provide stability, as determined by the Engineer, will be measured and paid for at the Contract Unit Price per cubic meter for Modular Backfill Material. Backfill of undercut areas not requiring materials of grades higher than common excavation soils will not be measured or paid for separately.
.D. CONCRETE FOOTING: The concrete footings will be designated for payment by the cubic meter. This shall include any steps and reinforcing steel indicated on the Plans.
E. PRECAST PARAPET, A, PRECAST PARAPET, B, CAST-IN-PLACE COPING, CAST-IN-PLACE TRAFFIC BARRIER, A, CAST-IN-PLACE TRAFFIC BARRIER, B, AND PRECAST TRAFFIC BARRIER, B: These units, complete in place and accepted, will be designated on the Plans and paid for at the Contract Unit Price bid per meter for each type unit. It shall also include any cast-in-place concrete and reinforcing steel necessary to install the precast units as shown on the Plans. Precast Parapet, B and Cast-in-Place Traffic Barrier, B or Precast Traffic Barrier, B shall be used whenever noise walls, light standards, or any other appurtenance is mounted on top of the Traffic Barrier or Parapet. Precast Parapet, A and Cast-in-Place Traffic Barrier, A or Precast Traffic Barrier, B shall be used when no appurtenance is used on top of the Parapet or Traffic Barrier.
602.06 PAYMENT: When the wall is built to plan dimensions, the Plan quantities will be the pay quantities. When plan dimensions are revised as directed by the Engineer, the wall will be paid for using the revised Plan quantities. Such payment shall be full compensation for fabricating, transporting, and erecting all material in accordance with the Plans and Specifications. No separate measurement or payment will be made for tools, supervision, labor, coatings, joint materials, including but not limited to cork, rubber pads and filter fabric, site preparation, or other incidentals for performing the Work.
Concrete Side Barrier, Sound Barriers, Light Standards, 'V' Gutters, Guardrail, Fencing, and Handrail, when shown on the Plans, will be paid for in accordance with the applicable sections of the Project Specifications. However, sleeves for chain link fencing and anchor bolts for light standards and noise barriers, when installed on the wall, shall be included in the price bid for wall items. Any modifications necessary to accommodate drainage systems will be considered as incidental and shall be included in the price bid for wall items.
Payment will be made under:
663

602.06 *

* 10 mm thick x 127 mm
wide x L long Rubber BearingPad
** 10 mm thick x 127 mm wide
x L long Rubber Bearing Pad to be used where module width transitions.
*** 10 mm thick x 127 mm wide
x L long Rubber Bearing Pad.
For length of bearing pad see shop drawings. Thickness may vary :!: 3 mm to account for leveling adjustments.
**
-***

NOTE: Front face and rear face of modules shall be reinforced sufficiently to prevent cracking which might result from unequal distribution of bearing pressures. The reinforcing for the modules shall be as shown on the Plans.
* * * - - -...
1IIIl!--- ** --...,

FIGURE NO. 1 664

Item No. 602. Modules - (Width) Item No. 602. Modular Backfill MateriaL Item No. 602. Concrete Footing Item No. 602. Precast Parapet, A Item No. 602. Precast Parapet, B Item No. 602. Cast-in-place Traffic Barrier, A Item No. 602. Cast-in-place Traffic Barrier, B Item No. 602. Cast-in-place Coping Item No. 602. Precast Traffic Barrier, B

603.03
per Square Meter per Cubic Meter per Cubic Meter
per Meter per Meter per Meter per Meter per Meter per Meter

SECTION 603-RIP RAP

603.01 DESCRIPTION: This work shall consist of placing protective coverings of Sand-Cement Bag Rip Rap, Stone Rip Rap, and where called for, Crushed Stone Filter Material or Plastic Filter Fabric beneath Stone Rip Rap, on fill slopes, cut slopes, end rolls, shoulders, ditches, stream banks, channel banks, and at other locations required by the Plans or the Engineer.
Stone Dumped Rip Rap will be designated on the Plans as Type 1 or Type 3 as defined in Sub-Section 805.01.

603.02 MATERIALS: All materials shall meet the requirements of the

following Specifications:

Portland Cement

830.01

Rip Rap (Stone)

805.01

Membrane Curing Compound

832.03

Stone Filter Blanket

815.01 or 800.01 (Size No. 467*)

Fine Aggregate for

Sand Cement Rip Rap

801.03

Water

880.01

Woven Plastic Filter Fabric

881.05

Bags for Sand-Cement Bag Rip Rap: The bags shall be of cotton, burlap, or fiber reinforced paper capable of containing the sand-cement mixture without leakage during handling and placing. Bags previously used for sugar or any other material which will adversely affect the sand-cement mixture shall not be used. Capacity shall be not less than 0.02 m3 minimum nor more than 0.5 m3 maximum.
*Except that up to 10% shall be allowed to pass the 4.75 mm Sieve.

603.03 CONSTRUCTION: This work shall be constructed in accordance with the following requirements:

A PREPARATION OF FOUNDATIONS: The ground surface upon which the Rip Rap is to be placed shall be brought in reasonably close conformity to the correct lines and grades before placement is commenced. Where filling of depressions is required, the new material shall be compacted with hand or mechanical tampers. Excess material shall be disposed of by spreading it neatly within the right-of-way as an incidental part of the work. Unless otherwise shown or provided below, Rip Rap shall begin in a toe ditch constructed in original ground around the toe of the fill or the cut slope.

665

603.03
The toe ditch shall be 600 mm deep in original ground, and the side next to the fill or cut shall have the same slope. After the Rip Rap is placed, the toe ditch shall be backfilled and the excess dirt spread neatly within the right-of-way as an incidental part of the work. Where Rip Rap is to commence in water or below normal water level, the toe ditch will be omitted and an apron of Rip Rap shall be substituted. The width and thickness of this apron shall be as shown or as determined by the Engineer.
B. PLACEMENT OF STONE RIP RAP: Rip Rap shall be placed to the limits shown on the Plans or as directed by the Engineer. Rip Rap shall be classified and placed as follows:
1. STONE PLAIN RIP RAP: Rip Rap shall be dumped and handled into place to form a compact layer to the design thickness. The thickness tolerance for the course shall be plus 300 mm with no under-tolerance. If the Plans do not show a thickness, Stone Rip Rap shall be placed to a thickness of not less than 300 mm and not more than 600 mm.
2. STONE DUMPED RIP RAP: Stone Dumped Rip Rap shall be dumped into place to form a uniform surface and to the thickness specified in the Plans. The thickness tolerance for the course shall be minus 150 mm and plus 300 mm. If the Plans or Proposal do not specify a thickness, the course shall be placed to a thickness of not less than 600 mm.
Recycled concrete meeting the requirements of Sub-Section 805.01 may be used in lieu of stone when shown on the Plans or approved by the Engineer. The use ofrecycled concrete will be limited to materials that do not contain any steel after processing. In addition, recycled concrete will not be permitted in aesthetically sensitive areas.
3. STONE GROUTED RIP RAP: Stone Grouted Rip Rap shall be placed as specified for Stone Plain Rip Rap except care shall be taken to prevent earth from filling the spaces between stones. Mter the stone has been acceptably placed, the spaces between them shall be filled with 1:3 grout composed of Portland Cement and sand mixed thoroughly with sufficient water to give a thick, creamy consistency. The grout shall be placed beginning at the toe and finished by sweeping with a stiff bristle broom. After the grouting is completed, the Rip Rap shall be covered and kept wet for 5 days or covered and kept wet for 24 hours, and then coated with white pigmented membrane curing compound.
C. PLACEMENT OF FILTERS: Unless otherwise specified, the Contractor may select either stone or woven fabric for filter blankets.
1. PLACEMENT OF STONE FILTER MATERIAL: This material shall be uniformly placed to the thickness and limits shown and to a thickness tolerance of plus or minus 15 mm. It shall be compacted to the extent necessary to hold it in place while Stone Rip Rap is placed upon it. The Filter Blanket shall be placed after the Rip Rap is placed in the toe ditch
666

603.03
and before the Rip Rap is placed upon the slopes.
2. PLACEMENT OF PLASTIC FILTER FABRIC: The woven plastic filter fabric shall be placed in the manner and at the locations indicated on the Plans. The surface to receive fabric shall be prepared to a relatively smooth condition free from obstructions, depressions, and debris. The fabric shall be placed with the long dimension running up the slope and shall be placed to provide a minimum number of overlaps. The strips shall be placed to provide a minimum width of 300 mm of overlap for each joint. The filter fabric shall be anchored in place with securing pins of the type recommended by the fabric manufacturer. Pins shall be placed on or within 75 mm of the centerline of the overlap. The fabric shall be placed so that the upstream strip will overlap the downstream strip. The fabric shall be placed loosely so as to give and therefore avoid stretching and tearing during placement of the stones. The stones shall be dropped no more than 1 m during construction. The fabric shall be protected at all times during construction from clogging due to clay, silts, chemicals, or other contaminants. Any contaminated fabric shall be removed and replaced with uncontaminated fabric at no expense to the Department. Any fabric damaged during its installation or during placement of Rip Rap shall be replaced by the Contractor at no additional cost to the Department. A cushioning layer of concrete sand of sufficient depth to prevent damage to the woven filter fabric may be placed on top of the fabric to prevent it from being damaged by the Rip Rap stone.
D. SAND-CEMENT BAG RIP RAP:
1. PROPORTIONING MATERIALS: Sand and Portland Cement shall be mixed at the maximum ratio of 5:1 by weight, and shall obtain a minimum compressive strength of 3 MPa in 7 days. For Sand CementBag Rip Rap, the amount of water used shall be just enough to make up the optimum moisture content of the aggregate and cement, as determined by AASHTO T 134. When Sand-Cement Rip Rap is to be prebagged, the sand cement shall be mixed dry, and after placing each course, the bags shall be wet until sufficient moisture is present for proper cement hydration.
2. PLACEMENT: The bags shall be uniformly filled to the maximum capacity which will permit satisfactory tying. The bagged Rip Rap shall be placed by hand with the tied ends facing the same direction, with close, broken joints. When directed by the Engineer or required by the Plans, header courses shall be placed. After placing, the bags shall be rammed or packed against one another to produce the required thickness and form a consolidated mass. The top of each bag shall not vary more than 75 mm above or below the required plane.
E. STONE BLANKET PROTECTION:
1. MATERIALS: Stone blanket protection shall meet the materials Specifications for stone filter blanket as specified in Sub-Section 603.02 except that Stone Size No. 357 will be allowed in lieu of Size No. 467.
667

603.04

2. PLACEMENT: Stone blanket protection shall be placed to the limits shown on the Plans, or as directed by the Engineer. This material shall be uniformly placed to the thickness shown on the Plans and to a thickness tolerance of 15 mm. Stone blanket protection will not be allowed on slopes steeper than 2 horizontal to 1 vertical, or in areas highly susceptible to erosion. Plastic filter fabrics will not be allowed with stone blanket protection.

603.04 MEASUREMENT: This work will be measured for payment in square meters of accepted material of the specified thickness. Area measurements will be made parallel to the surface on which the material is placed. In the case of plastic filter fabric, overlap joints and seams shall be measured as single layer of fabric. No separate measurement will be made for grout or cushioning sand.
Plan dimensions are computed on the use of filled bags 300 mm x 450 mm x 200 mm or 150 mm, thick. If the Contractor elects to use filled bags which are less than Plan dimensions or are of varying lengths or width, Plan square meters will be used to determine pay quantities, providing overall dimensions are equal to or greater than that shown on the Plans.

603.05 PAYMENT: This work will be paid for at the Contract Price per meter of material complete in place.

Payment will be made under:
Item No. 603. Stone Plain Rip Rap (Thick mml. Item No. 603. Stone Dumped Rip Rap (TYpe) mm Thick Item No. 603. Stone Grouted Rip Rap (Thick) Item No. 603. Filter Blanket Item No. 603. Sand-Cement Bag Rip Rap, __ mm Thick
Item No. 603. Stone Blanket Protection, __ .!!l!!l Item No. 603. Plastic Filter Fabric

per Square Meter
per Square Meter
per Square Meter per Square Meter
per Square Meter
per Square Meter per Square Meter

SECTION 607-RUBBLE MASONRY

607.01 DESCRIPTION: This work shall consist of constructing Rubble Masonry of the classes commonly known as coursed, random and random range work, ofroughly squared and dressed stone laid with or without mortar as specified.

607.02 MATERIALS: All materials shall meet the requirements of the following:

Stone for Masonry Mortar and Grout

834.02 834.03

668

607.03
607.03 CONSTRUCTION: Rubble Masonry shall be constructed in the following manner:
A. SHAPING THE STONE: The stones shall be roughly squared on joints, beds, and faces. Selected stone, roughly squared and pitched to line, shall be used at all angles and ends of walls. If specified, all corners or angles in exterior surfaces shall be finished with a chisel draft. All shaping and dressing of stone shall be done before the stone is laid in the wall, and no dressing or hammering which will loosen the stones will be permitted after it is placed.
B. LAYING THE STONE: The stones shall decrease in thickness from bottom to top of wall. Headers shall hold in the heart of the wall the same size as shown in the face and shall extend not less than 300 mm into the core or backing. Headers in walls 600 mm or less in thickness shall extend entirely through the wall. They shall occupy at least 20 percent of the face of the wall. The Masonry shall be laid to line and in courses roughly leveled. The bottom offoundation shall be oflarge, selected stones, and all courses shall be laid with leaning'beds parallel to the natural bed of the material. The thicknesses of courses, if varied, shall diminish regularly from bottom to top of the wall. A surplus supply of suitable stones shall be kept at the site to permit an adequate selection.
1. MORTAR RUBBLE MASONRY: When mortar masonry is specified, each stone shall be cleaned and thoroughly saturated with water before being set, and the bed which is to receive it shall be cleaned and well moistened. All stones shall be well bedded in freshly made mortar. The mortar joints shall be full and the stones carefully settled in place before the mortar has set. No spalls will be permitted in the beds. Joints and beds shall have an average thickness of not more than 25 mm. The vertical joints in each course shall break with those in adjoining courses at least 150 mm. No vertical joints shall be located directly above or below a header joint. If any stone is moved or the joint broken after the mortar has set, the stone shall be taken up, the mortar thoroughly cleaned from bed and joints, and the stone reset in fresh mortar. The masonry shall not be laid in freezing weather or when the stone contains frost, except by permission and subject to such conditions as may be required. Whenever possible, the face joints shall be properly pointed before the mortar is set. Joints which cannot be so pointed shall be prepared for pointing by raking them out to a depth of 25 mm before the mortar has set. The face surfaces of stones shall not be smeared with the mortar forced out ofthe joints or mortar used in pointing. Joints pointed after the stone is laid shall be thoroughly wet with clean water and filled with mortar. The mortar shall be well driven into the joints and finished with an approved pointing tool. The wall shall be kept wet while pointing is being done, and in hot or dry weather the
669

607.04

pointed masonry shall be protected from the sun and kept wet for at least 3 days after the pointing is finished.
Pointing shall not be done. in freezing weather nor when the stone contains frost. After the pointing is completed and the mortar set, the walls shall be thoroughly cleaned and left in a neat and quality condition.
2. DRY RUBBLE MASONRY: When dry rubble is specified, care shall be taken in laying such that each stone takes a firm bearing at not less than three separate points upon the underlying course. Face joints shall not exceed 25 mm in width. Open joints, both front and rear, shall be chinked with spalls fitted to take firm bearing upon their top and bottom surfaces for the purpose of securing a firm bearing throughout the length of the stone. All interstices in the heart of the wall shall be filled with spalls. When specified, the open joint on the rear surfaces shall be slushed thoroughly with mortar to prevent seepage of water through joints.

C. WEEP HOLES: Adequate drainage shall be provided for retaining walls by weep holes as shown on the Plans or as required by the Engineer. Where backfill is to be made at weep holes, chimneys and french drains shall be built extending through the parts of the fill to be drained. The cost of chimneys, weep holes, and french drains shall be included in the Contract Price for Rubble Masonry.

D. COPINGS: Copings, bridge seats, and back walls shall be of the materials shown on the Plans, but if not otherwise specified, they shall be of Class A Concrete. Concrete copings shall be made in sections not less than 300 mm thick and from 1.5 m to 3 m long and extending the full width of the wall. The sections may be cast in place or precast and set in place in free mortar beds.
607.04 MEASUREMENT: This work will be measured in cubic meters of accepted masonry. The neat dimensions shown on the Plans shall be used, except for such changes as may be made by the Engineer.
Excavation for Rubble Masonry will not be measured for separate payment.

607.05 PAYMENT: This work will be paid for at the Contract Price per cubic meter for Mortar Rubble Masonry or Dry Rubble Masonry, complete in place.

Payment will be made under:

Item No. 607. Mortar Rubble Masonry Item No. 607. Dry Rubble Masonry

per Cubic Meter per Cubic Meter

670

SECTION 60S-BRICK MASONRY

608.04

608.01 DESCRIPTION: This work shall consist of laying brick in mortar.

608.02 MATERIALS: All materials shall meet the requirements of the fonowing:

Brick for Masonry Mortar and Grout.

834.01 834.03

608.03 CONSTRUCTION:

A. BRICK SELECTION: Brick for exposed surfaces, corners, and the like shall be selected from brick approved as to color and uniformity.

B. LAYING BRICK: All brick shall be saturated with water before being laid. The brick shall be laid using the shovejoint method so as to bond them thoroughly into the mortar. Headers and stretchers shall be so arranged as to bond the mass thoroughly. For straight masonry walls using stretcher courses, at least one course in seven shall be a header course. Joints shall be finished properly as the work progresses and shall be not less than 5 mm and not more than 15 mm thickness. No spalls nor bats shall be used except for shaping around irregular openings or when unavoidable at corners. All Brick Masonry shall present an even, uniform, neat, and workmanlike appearance.

C. WEATHER LIMITATIONS: Brick shall not be laid in freezing weather nor when the bricks contain frost, except by permission and subject to such conditions as required. In hot and dry weather, the masonry shall be protected and kept wet for at least 48 hours after laying brick.

D. BACKFILLING: No backfill shall be placed against any masonry until it is at least 7 days old. During cold weather, the restricted period may be extended as directed.

608.04 MEASUREMENT. This work will be measured for payment by one of the two methods specified below. The unit of measurement will be stated in the Contract. No separate payment will be made for Brick Masonry used in catch basins, inlets, manholes, and similar items which are measured and paid for per each.
Excavation and backfill for this work will not be measured for payment except as specified in Section 207. Mortar will not be paid for separately, and its cost shall be included in the Contract Price for Brick Masonry.

A. CUBIC METER BASIS: When Brick Masonry is measured by the cubic meters, the volume measured will be that of brick and mortar placed within the lines indicated on the Plans and typical cross-sections or as directed..

B. NUMBER OF BRICK BASIS: When Brick Masonry is to be measured by the brick, the unit of measurement will be each thousand (M) bricks and

671

608.05

fraction thereof placed within the lines indicated on the Plans and typical cross-sections or as directed.

608.05 PAYMENT: This work will be paid for at the contract Price per cubic meter or per thousand (M) bricks for Brick Masonry complete in place.

Payment will be made under: Item No. 608. Brick Masonry Item No. 608. Brick Masonry

per Cubic Meter per Thousand (M)

SECTION 609-REMOVAL OF PORTLAND CEMENT CONCRETE ROADWAY SLABS
609.01 DESCRIPTION: This Work shall consist of full depth removal of existing jointed Portland Cement concrete pavement slabs of various lengths. The slabs to be removed shall be as shown on the Plans and/or as designated by the Engineer.
609.02 CONSTRUCTION: The Engineer will determine which slabs to remove and replace and whether to use full or partial slab replacement. For partial slab replacements, the Engineer will determine the limits of removal with a minimum of 1.8 m of slab measured longitudinally and 3.6 m measured transversely to be removed and replaced. Any removal beyond the limits determined by the Engineer shall be at no additional cost to the Department for removal and replacement.
The slab shall be sawed full depth longitudinally along the centerline joint and shoulder joint, and transversely along marked area for removal, including transverse joint(s) where applicable. If not necessary to prevent shoulder damage and approved by the Engineer, the shoulder joint cut may be omitted. If found necessary and approved by the Engineer, additional cuts within removal area will be allowed for ease of removal of the damaged slab. All "overcutting" beyond limits of removal area shall be thoroughly cleaned of "saw slurry" and other contaminants and then repaired by filling "overcuts" with Type II epoxy adhesive, meeting requirements of Section 886. The cleaning and filling of these "overcuts" shall be done as soon as possible, but in any event, not later than when the joints are sealed.
The damaged slabs shall be removed by lifting. Fragmentation of the slabs for removal will not be allowed unless approved by the Engineer.
Holes shall be drilled in' each slab section to accommodate the expanding type lift anchors and section(s) nearest centerline joint removed first to minimize damage to shoulder. During removal operation, utmost care shall be exercised by the Contractor to minimize damaging base, shoulder, or sides of pavement not to be removed. Any damaged shoulder area shall be repaired to the Engineer's satisfaction at no additional cost to the Department.
If the adjacent concrete pavement is damaged during removal, the removal area will be enlarged to include the damaged section(s) of adjacent concrete. All applicable rules as to minimum size of remaining slab will apply as shown on the Plans. Any removal and replacement of additional slab length caused by the damage from the initial slab removal shall be at no additional cost to the

672

610.02

Department. All loose underlying base material shall be removed to sound, well
compacted base. Any material loosened in the removal process shall be thoroughly tamped to the satisfaction of the Engineer before the slab is replaced.
The slabs and any underlying base material removed during this work shall be disposed of by the Contactor. It is the Contractor's responsibility to obtain the disposal site(s) as well as any necessary permits and agreements.

609.03 MEASUREMENT: Slabs and portions of slabs removed will be measured by the square meter using the average squared dimensions. Removal of underlying base material and cleaning and repairs of "overcuts"
win not be measured for payment.

609.04 PAYMENT: Slabs and portions thereof, measured as specified in Sub-Section 609.03 above, will be paid for at the Contract Unit Price bid. Such payment shall be full compensation for all sawing, cleaning, and repairs of "over-cutting," and removing and satisfactory disposal of the concrete and of any underlying base material.

Payment will be made under: Item No. 609. Remove Roadway Slab

per Square Meter

SECTION 610-REMOVAL OF MISCELLANEOUS ROADWAY ITEMS
610.01 DESCRIPTION: The work shall consist of removing, salvaging or otherwise disposing of those items listed in the Proposal as Pay Items to be removed, and the backfilling of excavations made in their removal. The removal of structures not separately listed as Pay Items in the Contract documents is included in the Specifications for Clearing and Grubbing, Sections 201 and 202, or in Section 205, Roadway Excavation.
610.02 CONSTRUCTION:
A. PROTECTION OF STRUCTURES TO REMAIN: If any of the work necessary for the removal of any structure may endanger any new construction, that part of the work shall be finished before new construction is begun. The use of explosives, equipment or devices which may endanger structures, facilities, or other property to remain in place will not be permitted. If any parts of structures are to remain in place, the Contractor shall protect them from damage during construction. It is the responsibility of the Contractor to protect and preserve the salvage value of all materials to be salvaged.
B. EXTENT OF REMOVAL: All existing structures together with their attached parts and connections, shown on the Plans or designated to be removed shall be separated and entirely removed. Where a part of any existing structure is to remain in place, the part to be removed shall extend to a construction joint or be cut off to the lines shown on the Plans, .

673

610.02
leaving reasonably smooth faces. The removal of walls and other masonry construction shall extend to the bottoms of the foundations unless otherwise specified, and in all cases, walls and their foundations within the roadbed area shall be removed to an elevation at least 900 mm below the top of the finished subgrade unless otherwise specified.
The Provisions of Sub-Section 201.02.C.1.c.(3). shall apply to rigid surfaces.
C. RAILWAY TRACKS: The removal of railway tracks consists of removing all rails, ties, switches, towers, concrete structures, sign posts and all other related railway structures, but ballast shall be left in place unless otherwise specified.
D. INLETS, CATCH BASINS, MANHOLES, CULVERTS: Gratings, traps and other metal castings of inlets, catch basins and manholes shall be removed without damage and shall be reused on new structures or salvaged, whichever the Engineer may direct. Unless otherwise shown on Plans, old culverts shall be removed down to the ground level or to the adjacent water level. The bottom slabs of inlets, catch basins, manholes and culverts shall be removed or, if the Engineer permits them to remain in place, shall be broken up in such a manner that water will readily pass through them.
E. REMOVAL OF PIPE: The Contractor shall so uncover the pipe such that it can be removed without damage. Due care shall be exercised by the Contractor in removing the pipe and any sections of pipe damaged through negligence shall be replaced by the Contractor. After the pipe has been removed it shall be cleaned and neatly stacked at such points as the Engineer may direct along the line of The Work. Unless otherwise specified, the pipe is the property of the Department.
F. SEPTIC TANKS: When septic tanks are encountered, the contents of each tank shall first be completely removed. The removal and disposal of the tank's contents shall meet the requirements of the State Department of Health and local health authorities. Before any remaining portion of the septic tank is backfilled, the Contractor shall drill holes in the bottom of the tank or break it up as the Engineer directs, to permit drainage.
G. BACKFILLING: All trenches and other excavations dug for removing miscellaneous structures shall be backfilled with approved materials and the backfill shall be compacted in layers not more than 150 mm thick, with the proper moisture content, using pneumatic tampers or other approved equipment. Under the roadway, the degree of compaction shall be that specified in Section 208. Elsewhere, the backfill shall be equal in compaction to the soil surrounding it.
H. STRUCTURES TO REMAIN: Miscellaneous structures including fences, buildings, pipe lines, pole lines, water and sewer lines, and other improvements which are to be retained by their owners or by the Department or which are to be removed by others shall be preserved unharmed by the Contractor.
674

610.03
1. CULVERTS TO BE EXTENDED: Where concrete culverts are to be extended, a minimum amount of concrete in parapets, wing walls, and wing wall footings shall be removed to clear the new construction and the joint or connection shall be made as shown on the Plans or as directed.
J. FENCES: Removal of fence shall be done so as to prevent the escape of livestock. If fences are to be reset under Section 611 the Contractor shall exercise special care to protect spelter coating offence fabric, steel fence posts and braces. The Engineer will require the removing of concrete from and the cleaning of reusable posts removed; unless the Contractor agrees to furnish new posts in lieu of cleaning the old ones at no additional cost to the Department.
K RAISED EDGE CURB: Raised Edge Curb shall be removed to a reasonably true line at the elevation of normal finished grade of pavement. Provided the average of the plus and minus deviations approximately the original normal edge of pavement, a tolerance of approximately 25 mm above or below this elevation will be accepted. Care shall be taken so as not to shatter pavement which is to be retained in place.
L. HIGHWAY SIGNS: The sign shall be removed from the supports intact and the supports shall be removed from the concrete foundation.
M. LIGHTING STANDARDS AND APPURTENANCES: The lighting standard shall be disassembled and each component part separated including the transformer base. Underground duct shall be cut before removal of these items.
610.03 DISPOSAL OF MATERIALS:
A MATERIALS TO BE RETAINED BY THE DEPARTMENT: Unless removed under Sections 201,202, or 205, or unless otherwise provided for in the Plans or Proposal, all materials having salvage value shall be carefully removed and neatly stacked or stockpiled along the right-of-way near the point of removal and above high water for removal. Highway signs shall be stored standing on edge and protected from the elements. Materials damaged, defaced, or destroyed due to lack of care in removal shall be replaced by the Contractor. The Contractor shall notify the Resident Engineer when the materials have been stockpiled and ready to be transported. The Contractor shall be fully responsible for the security of the materials, and shall replace any lost, stolen, or missing materials at no additional cost to the Department for a period of time not to exceed 10 days after the Area Engineer has been notified that the materials are ready to be transported.
B. MATERIALS TO BE REUSED IN THE WORK: Structures, portions of structures and other materials which are to be salvaged and reused in the reconstruction work shall be completely in the care of the Contractor. The Contractor shall be fully responsible for the material until the Final Acceptance of the Project. Materials damaged, defaced, or destroyed due to lack of care in removal, or materials lost or stolen before reuse, shall be
675

610.04

repaired or replaced by the Contractor at no additional expense to the Department.
Surplus material from excavation which is satisfactory for the purpose may be spread on the slopes of the roadway embankments, otherwise such waste materials shall be disposed of off the Right to Way at the Contractor's expense.

C. Bridge components shall be disposed of in accordance with Section 540. Structures, portions of structures, or materials which are to be salvaged, retained or used in the reconstructed work and which have been damaged or destroyed as a result of lack of care by the Contractor shall be repaired or replaced at the Contractors expense.

610.04 MEASUREMENT: Measurement of Removal of Miscellaneous Roadway Items will be made to determine the unit or units of each type specified in the Proposal and on the Plans. Only when listed as a Pay Item in the Contract will any removed item be measured for separate payment.

610.05 PAYMENT: Removal of Miscellaneous Roadway Items will be paid for at the Contract Unit Price, which payment shall be full compensation for removing and disposing of the structures in accordance with these Specifications.

Payment will be made under: Item No. 610. Remove_ _

per Unit Shown in Proposal

SECTION 611-RELAYING, RECONSTRUCTING OR ADJUSTING TO
GRADE OF MISCELLANEOUS
ROADWAY STRUCTURES
611.01 DESCRIPTION: This work shall consist of relaying, reconstructing, resetting, adjusting to grade, capping minor structures, resetting guardrail, or adjusting other miscellaneous roadway structures as specified in the Proposal or on the Plans.
611.02 MATERIALS: The principal materials to do this work as specified herein shall be those salvaged from the removal of the existing structures. The suitability of the salvaged material for this use will be determined by the Engineer.
Other materials necessary for the completion of the structure, such as mortar, sand cement grout, sand for sand cushion, bituminous filler, brick and other materials, shall meet the requirements of the Specifications for such materials for use in new structures of the same character and type.
611.03 CONSTRUCTION: The Contractor shall remove existing structures to be rebuilt in accordance with the provisions of Section 610, and the material salvaged for use in the rebuilt structure shall be cleaned and stockpiled in convenient places and protected from damage until it is used. All portions of such structures not suitable for re-use shall be disposed of as provided in Section 610 and replaced with suitable new material. The structures shall be relayed or rebuilt in accordance with the Specifications for new structures of

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the same type. Adjustments to grade of miscellaneous structures specified in the Proposal
or on the Plans shall include raising or lowering the upper portion of the fixture, including any necessary sleeve extensions, adjustable manhole rings, gaskets, mastic, mortar, masonry and other material to bring the fixture to required grade.
The Contractor shall furnish all materials such as mortar, sand cement grout, sand cushion, bituminous filler, brick, castings and all other materials, and shall do all necessary excavating, trenching, preparing earth foundation, backfilling and other work necessary for the completion of the Item.
When capping of an existing structure requires the removal of adjacent existing pavement, sidewalk, curb, gutter or other improvement, not otherwise affected by The Work, such improvements shall be removed only to the extent necessary to expose adequately that portion of the structure to be modified. Improvements so removed shall be replaced to the satisfaction of the Engineer by the Contractor without additional compensation.
When capping an existing structure, sufficient existing masonry shall be removed to lower the top elevation to a point not less than the thickness of the cap plus 1 m below subgrade elevation, unless otherwise indicated. The remaining portion of the structure shall then be capped with a fitted reinforced concrete cover, constructed according to the general details shown on the Plans. Grates, rings, plates, covers, hoods, or other such castings or fittings removed in the process of capping and not re-used shall become the property of the Department unless otherwise indicated.
Excavation and Backfill necessary to the capping will be considered incidental to the Item and will not be paid for separately.
When specified in the Proposal, Guardrail removed in accordance with Section 610 shall be reset at the indicated Plan location and to the required post spacing. All of the applicable provisions of Section 641 shall govern.
The Contractor shall furnish all materials including additional hardware, offset blocks and posts and perform all work necessary to reset the guardrail in accordance with Section 641 and the Plans.
Such work shall include replacing all posts not in conformance with Plan details.
When manholes are to be raised, the adjustment may, at the Contractor's option, be made by the use of adjustable extension rings of the type which do not require the removal of the existing manhole frame. The extension device shall provide positive locking action with the existing frame and shall also permit adjustment in height as well as diameter.
The particular type of adjustable extension ring to be used shaH have prior approval by the Engineer; shall be chosen to be compatible with the existing casting and cover; and the range of adjustment provided shall be adequate to conform to the finished pavement surface. The materials used in the adjustable extension ring shall meet the requirements of Sub-Section 854.01 or shall be manufactured from ASTM A 36M steel and approved by the Office of Materials and Research. In addition, the extension ring and cover shall be machine ground so that irregularity of contact will be reduced to a minimum and the grates shall be rattleproof.
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Fences removed under Section 610 shall be replaced in kind using the removed materials in so far as possible. Unless the Plans provide for new fence at the particular location, any new materials required shall be included in the Bid Price for Resetting Fence.

611.04 MEASUREMENT: Measurement of Relaying, Reconstructing or Adjusting to Grade, Capping Minor Structures, Resetting Guardrail or Adjusting other Miscellaneous Roadway Structures will be made to determine the Unit, or Units each type actually completed and accepted.
Manholes whose tops are to be raised or lowered 600 mm or less will be considered as "Adjust to Grade."
Manholes whose tops are to be raised between 600 mm and 1800 mm, or whose tops are to be lowered more than 600 mm, shall be considered as "Reconstruct Manhole." Payment will be...Reconstruct Manhole...per Each.
Manholes that are to be raised more than 1800 mm shall be removed as clearing and grubbing and a new manhole constructed in its place in accordance with Section 668-Miscellaneous Drainage Structures.

611.05 PAYMENT: Relaying, Reconstructing, Resetting, Adjusting to Grade, Capping Minor Structures, Resetting Guardrail or Adjusting other Miscellaneous Roadway Structures will be paid for at the Contract Unit Price, which shall be full compensation for relaying, resetting, reconstructing or adjusting to grade the structures as specified herein.
Tapping a new pipeline into an existing structure will not be deemed as reconstruction of the existing structure.

Payment will be made under: Item No. 611. Relay Item No. 611. Reconstruct.. Item No. 611. Reset.. Item No. 611. Adjust to Grade Item No. 611. Capping Minor Structures

per Unit Shown in Proposal per Unit Shown in Proposal per Unit Shown in Proposal per Unit Shown in Proposal per Unit Shown in Proposal

SECTION 612-CONSTRUCT, MAINTAIN AND REMOVE MEDIAN CROSSOVER
612.01 DESCRIPTION: This item consists of constructing, maintaining, and removing median crossovers in accordance with the Plan details.
612.02 MATERIALS: Materials shall be furnished by the Contractor and will be subject to the following requirements.
A. DRAINAGE: Drainage structures, if required, shall be as shown on the Plans or as directed by the Engineer. Temporary drainage structures need not be new, but shall be satisfactory for the required use.
E. OTHER MATERIALS: Other materials shall meet the requirements of the applicable portions of the Specifications.
612.03 CONSTRUCTION: The crossover shall be constructed in accordance with the details shown on the Plans.
Materials to construct each crossover shall be placed according to the
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applicable Specifications and as directed by the Engineer. Barricades and warning signs shall be placed and removed as directed by
the Engineer.
When the crossover has served its purpose, as determined by the Engineer, all materials, including temporary drainage structures used in its construction, shall be removed and disposed of by the Contractor.
The area from which a crossover has been removed shall be reshaped to comply with the appropriate typical section and grassed. Grassing shall be in accordance with Section 700. The Contractor may substitute loose sod subject to the Engineer's prior approval.

612.04 MAINTENANCE: Maintenance shall consist of, but not be limited to, filling washes as they occur and repairing any defects in the pavement as directed.

612.05 MEASUREMENT: Median crossovers, satisfactorily constructed, maintained, and removed, will be measured by the individual unit.

612.06 PAYMENT: Crossovers measured as shown above will be paid for at the unit price for each Crossover Constructed, Maintained, and Removed. Such payment shall be full compensation for all earthwork, materials, pavement, drainage structures, signs, and barricades used and reused as directed; for removal and disposal of all materials when the crossover is no longer needed, and for grassing or regrassing of the disturbed areas. Seventy-five percent of the unit price bid will be paid on the first monthly statement following satisfactory construction. The remaining twenty-five percent will be paid upon removal and satisfactory restoration of the site.

Payment will be made under:

Item No. 612

Construct, Maintain, and Remove Median Crossover..

.Sta._ _

per Each

SECTION 613-DOCKS
613.01 DESCRIPTION: This Work consists of constructing docks in accordance with plan details and locations, maintaining the docks, and removal of the docks or a combination thereof, as specified by the Engineer.
613.02 MATERIALS: All dock timber with the exception of that to be used for handrails will be creosote-treated in accordance with Section 863.
Piles for docks may be untreated but shall be peeled and have a minimum 200 mm butt diameter. These piles may be of any species of wood which will withstand driving and support the load required by the Engineer.
Nails and hardware need not be galvanized. There will be no preinspection, sampling, or testing of materials used in the construction of these expendable items. Defective, worn, deteriorated, corroded, or unsatisfactory material shall be replaced, repaired, or strengthened under the provisions of Sub-Section 613.05, Maintenance.
613.03 DESIGN: When the Proposal provides for the construction of docks, the Contractor shall submit to the Engineer for approval three (3) prints or a

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reproducible drawing showing the proposed construction details for each dock. The Engineer will check the design and require the Contractor to make any changes deemed necessary to bring the design into conformity with the Specifications and the intended purpose. After all required changes are made, the drawings shall be resubmitted to the Engineer for final approval. No work shall commence on the dock until the drawings receive final approval of the Engineer.
613.04 CONSTRUCTION: The dock shall be adequate and suitable for the purpose intended. Subject to the approval of the Engineer, construction methods shall be selected by the Contractor. Piling shall be driven to a sufficient depth to provide an adequate and safe dock under weather and construction conditions peculiar to the Project area.
613.05 MAINTENANCE:
A. All docks shall be maintained to the satisfaction of the Engineer. Any defective, unduly worn, corroded, deteriorated, or otherwise unsatisfactory material shall be replaced, repaired, or strengthened promptly at the request of the Engineer. If the Contractor fails to make the necessary repairs promptly, the Engineer shall have the authority to make such repairs and have the costs thereof deducted from any monies due the Contractor.
B. In the event the dock is not to be removed as part of the Work, the Contractor shall perform whatever maintenance required and directed by the Engineer to leave the dock in serviceable condition for future use before moving off the Project or before relinquishing to any subsequent Contractor.
C. When the dock has been constructed for use on a previous project or contract, the Contractor will assume responsibility for the dock and promptly restore and maintain it in a safe and satisfactory condition as directed by the Engineer. The Contractor shall then maintain the dock for the duration ofthe Contract as directed by the Engineer.
613.06 REMOVAL: When the dock is no longer needed the Engineer will direct the Contractor in writing to remove it. The material thus salvaged shall become the property of the Contractor.
613.07 MEASUREMENT: This Work will not be measured separately for payment.
613.08 PAYMENT: This item will be paid for in accordance with the specific portions thereof included in the Plans and Proposal and with the following:
A. CONSTRUCT, MAINTAIN, AND REMOVE DOCK: After construction of the dock has been satisfactorily completed, fifty percent of the Lump Sum Price bid will be included in the next monthly statement. Thirty-five percent of the Lump Sum Price bid will be paid in monthly increments based on the percent complete of the Contract so long as maintenance of the dock is satisfactory. When the dock is no longer required, and has been satisfactorily maintained and removed, the remaining fifteen percent of
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the Lump Sum Price bid shall be included in the next monthly statement. Each dock, complete in place and accepted, suitably maintained until
no longer needed, and satisfactorily removed, will bepaid for at the Lump Sum Price bid which shall be full compensation for the Item.

B. CONSTRUCT AND MAINTAIN DOCK: After the dock has been satisfactorily constructed, sixty percent of the Lump Sum Price bid will be paid. So long as maintenance of the dock remains satisfactory the remaining forty percent of the Lump Sum Price bid will be paid in monthly increments based on the percent complete of the Contract.

C. MAINTAIN AND REMOVE DOCK: When the dock has been constructed for use on a previous project or contract as defined in Sub-Section 613.05.C. the Contractor who assumes the responsibility for maintaining and removing the dock will be paid fifty percent of the Lump Sum Price bid in monthly increments based on the percent complete of the Contract, so long as maintenance of the dock remains acceptable. Upon satisfactory removal of the dock, the remaining fifty percent ofthe Lump Sum Price bid will be paid on the next monthly statement.

D. MAINTAIN DOCKS: When the Contractor assumes maintenance of the dock as provided in Sub-Section 613.05.C. the Lump Sum Price bid will be paid in monthly increments based on the percent complete of the Contract, so long as maintenance of the dock is satisfactory.

Payment will be made under: Item No. 613. Construct, Maintain and Remove Dock No.__ Item No. 613. Construct and Maintain Dock No._ _ Item No. 613. Maintain and Remove Dock No._ _ Item No. 613. Maintain Dock No._._

per Lump Sum per Lump Sum per Lump Sum per Lump Sum

SECTION 615-JACKING OR BORING PIPE

615.01 DESCRIPTION: This work shall consist of installing various sizes and types of pipe by jacking or boring through whatever materials may be encountered.

615.02 MATERIALS: Types and sizes of pipes will be shown on the Plans and shall normally conform to the following:

Corrugated Metal Pipe Concrete Pipe Steel Pipe Ductile Iron Pipe (Plain Ends)

Section 550 Section 550 Sub-Section 847.05 Sub-Section 841.03

615.03 CONSTRUCTION

A. JACKING:

1. When required, suitable pits or trenches shall be excavated for the

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jacking operation and for placing the end joints of pipe. Where necessary, they shall be securely sheeted and braced to prevent caving.
2. Where pipe is required to be installed under railroads, highways, streets or other facilities by jacking or boring methods, construction shall be done in a manner that will not interfere with the operation of the facility, and shall not weaken the roadbed or structure.
3. Jacks for forcing the pipe through the roadbed shall have a jacking head constructed in such a manner as to apply uniform pressure around the ring of the pipe. The pipe to be jacked shall be set on guides, braced together, to properly support the section of the pipe and direct it to the proper line and grade. In general, roadbed material shall be excavated just ahead of the pipe, the excavated material removed through the pipe, and the pipe then forced through the roadbed into the excavated space.
4. The Contractor shall furnish for the Engineer's approval, a plan showing the proposed method of handling, including the design for the jacking head, jacking support or back stop, arrangement and position of jacks, pipe guides, etc., complete as assembled. If the Contractor elects to weld steel pipe or ductile iron pipe as casing and carrier, the State Materials and Research Engineer shall be furnished in writing an acceptable welding procedure. This will consist of joint details, preheat temperature and electrodes to be used. The use of welded steel pipe as a sanitary sewer carrier will not be permitted.
5. The diameter of the excavation shall conform to the outside diameter and circumference of the pipe as closely as practicable. Any voids which develop during the installation operation and which are determined by the Engineer to be detrimental to The Work, shall be pressure grouted with an approved mix.
6. The distance that the excavation extends beyond the end of the pipe will depend upon the character of the excavated material, but shall not exceed 600 mm in any case. This distance shall be decreased on instructions from the Engineer if the character of the material being excavated makes it desirable.
7. The pipe shall be jacked from the low or downstream end. Variation in the final position of the pipe from the line and grade established by the Engineer will be permitted only to the extent of 2 percent in lateral alignment, and 1 percent in vertical grade, providing that the final grade offlow line shall be in the direction indicated on the Plans.
8. The Contractor may use a cutting edge around the head end and extending a short distance beyond the pipe end, with inside angles or lugs to keep the cutting edge from slipping back into the pipe.
9. Once jacking of pipe is begun, the operation shall be carried on without interruption, insofar as practicable, to prevent the pipe from becoming firmly set in the embankment.
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10. Any pipe damaged in jacking operations shall be removed and replaced at the Contractor's expense.
11. The pits or trenches excavated to facilitate jacking operations shall be backfilled immediately after the jacking has been completed.
B. BORING: The boring shall proceed from a pit provided for the boring equipment and workmen. Excavation for pits and installation of shoring shall be as outlined above. The location of the pit shall meet the approval of the Engineer. The holes are to be bored mechanically. The boring may be done using a pilot hole approximately 50 mm in diameter which shall be bored the entire length of the installation and shall be checked for line and grade on the opposite end of the bore from the work pit. This pilot hole shall serve as the center line of the larger diameter hole to be bored. Excavated material will be placed near the top of the working pit and disposed of as required. The use of water or other fluids in connection with the boring operation will be permitted only to the extent necessary to lubricate cuttings. Jetting will not be permitted.
1. Excavation will not be paid for separately, but all of the provisions of Section 205 and 208 shall govern.
2. In unconsolidated soil formations a gel-forming collodial drilling fluid consisting of at least 10% of high grade carefully processed bentonite may be used to consolidate excavated material, seal the walls of the hole, and furnish lubrication for subsequent removal of material and immediate installation of the pipe.
3. Allowable variation from line and grade shall be as specified under Jacking. The diameter of the excavation shall conform to the outside diameter of the pipe as closely as practicable. Any voids which develop during the installation operation and are determined by the Engineer to be detrimental to The Work, shall be pressure grouted with an approved mix.
615.04 MEASUREMENT: Pipe installed by Jacking or Boring will be measured by the linear meter of pipe complete in place. Such measurement win be made between the ends of the pipe along the control axis as installed.
615.05 PAYMENT: This work performed and materials furnished as prescribed by this Item, measured as provided under Measurement will be paid for at the Contract Price per linear meter for Jacking and Boring of the type, size and class of pipe specified, which shall be full compensation for furnishing the pipe and all incidentals necessary to complete the Item.
All excavated material resulting from the Jacking or Boring Operations shall be disposed of or used as directed by the Engineer at no additional cost to the Department.
Payment will be made under: Item No. 615. Jack or Bore Pipe ('lYpe), (Class), (Size) ......per Linear Meter
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617.01
SECTION 617-PERMANENT ANCHORED WALLS
617.01 DESCRIPTION: The work covered under this Specification includes the furnishing of all materials, labor, tools, equipment, and other incidental items for the designing, detailing, and construction of an anchored wall. This Specification shall also apply to any Contractor proposed alternate design of Department furnished plans.
The term "anchor" as used in this Specification is synonymous with the terms tie-back and/or tie-down.
The term "anchored wall" shall include the following items: Anchors, soldier piles, lagging, facing and drainage.
617.02 CONTRACTOR QUALIFICATIONS: The Contractor or the Subcontractor shall be experienced in the design and/or construction of permanently anchored walls. The Contractor's staff shall include at least one Registered Professional Engineer licensed to perform work in the State of Georgia and a supervising Engineer for the Project with at least five years of experience in the construction of permanently anchored walls. Verification of these qualifications shall be furnished to the Engineer prior to the Contractor being allowed to begin operations.
617.03 SUBMITTALS:
A. The Contractor shall submit the following proof, whenever requested by the Department, of ability, or the ability of the Subcontractor, to design and/or construct anchored walls.
1. Evidence of the successful completion of at least five Projects similar in concept and scope to the proposed wall.
2. Resumes offoremen and anchor testing personnel and drilling operators to be employed on this Project showing the type, length, and number of ground anchors each has installed or tested within the past 5 years.
3. Evidence of experience in anchor testing. Persons performing anchor testing must be able to provide proof of experience by performing sample tests supervised by the Engineer.
4. The Department will be the sole judge of the qualifications of the foreman, drilling operator and testing personnel.
B. If a Contractor proposed alternate anchored wall is a part of the low bid, the Contractor shall submit, within 28 days of the date of award of the contract, construction drawings and design notes. The submission shall be prepared and stamped by the Design Engineer who must be registered as a Professional Engineer in the State of Georgia. The Design Engineer must have considerable knowledge and experience with the Design and Construction of anchored walls. The Design Engineer shall be available at any time during the life of the Contract to discuss the design of the walls directly with the Department.
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C. The submission shall include. design notes and reproducible drawings concerning the following:
1. Details, dimensions, and schedules of all reinforcing steel, including dowels and/or studs for attaching the facing to the tied back wall.
2. Details of the anchors and soldier piling including spacing and size of piles, and spacing and angle of installation of anchors.
3. Detailed plans for proof and performance testing of anchors showing loading and measuring devices to be used and procedures to be followed. The time required for preparation and review of plans and calculations shall be charged to the allowable contract time. The Department will be allowed 30 days per item from the date of receipt of the submission for the plan and calculation review. The final plans and calculations for a wall must be reviewed and approved prior to beginning construction on the wall. The thirty day review time shall begin after the Department has received all of the calculations and drawings concerning the structure. Each new submittal from the Contractor as a result of corrections resulting from the department's review or changes that are made by the contractor to ease construction or to correct for field errors shall have a thirty day review time. The Department shall be the sole judge of the adequacy of the information submitted. The review and acceptance of the final plans and methods of construction by the Department will not in any way relieve the Contractor ofresponsibility for the successful completion of the work. Contractor delays due to untimely submissions and insufficient information shall not be considered as justification for time extensions. No additional compensation will be made for any additional material, equipment, design, or other items found necessary to comply with the project specifications as a result of the Department's review of an alternate design. Should the Contractor elect to base the bid on a redesigned wall, the bid price shall include all costs necessary to comply with the requirements of this specification. No additional compensation will be allowed for any subsequent changes or deviations from the Contractor's approved plan for any additional matmial, labor or equipment that may be required to comply with the acceptance criteria ofthis specification.
D. The design criteria for a Contractor proposed alternate or design shall be as follows:
1. Rock anchors and soil anchors are to be designed as indicated herein.
2. Lagging shall be the responsibility of the Contractor and be designed by sound engineering principles.
3. Facing shall be reinforced concrete and shall be designed according to the latest AASHTO Standard Specifications for Highway Bridges including interims. The minimum structural thickness of facing shall be 300 mm. Architectural treatment of facing shall be as indicated on Department drawings.
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617.03
The concrete strength for a Contractor proposed alternate shall be not less than 20 MPa 28 day strength. The facing is to extend 600 mm below the gutterline or, if applicable, the ground line adjacent to the wall unless otherwise indicated on the Department plans.
4. Soldier Piles shall be designed for shear, bending and axial stresses. Design is to be according to the latest AASHTO design criteria. Soldier piles may be steel or concrete with a minimum yield strength of steel being 248 MPa and the minimum strength of concrete shall be 20 MPa 28-day strength.
5. Permanent drainage systems behind the wall shall be designed and installed by the Contractor. Drainage systems shall be connected to the nearest drop inlet by pipe or free drainage through traffic barriers or other obstructions. Holes through traffic barriers and/or facing shall be no higher than 75 mm above the gutterline or ground line.
6. Loading conditions for soldier piles, lagging and anchors at critical stages of construction shall be as indicated on Figures 1, 2 and 3. In addition, the wall design shall account for any live load, dead load and wind load from any traffic barrier, lights, overhead sign, or other appurtenance located on top or adjacent to the wall.
7. The Contractor shall be responsible for ensuring that the wall is compatible with horizontal and vertical criteria indicated on the Department plans.
8. The design criteria for rock anchors shall also include the following:
a. The tendon size shall be determined so that the design load for the anchor does not exceed 53% of the guaranteed ultimate tensile strength of the tendon.
b. The free stressing length shall not be less than 4.5 m.
c. The bond length shall be estimated by the following equation:
Lb =P/(3.1416) (d) (tw)
where
Lb =Bond Length (not less than 3 m)
P = Design Load for anchor
d =Diameter of the driJI hole tw =Bond stress in the interface between
rock and grout.
The Contractor shall consider the critical nature of the anchor application, variations in rock properties, and the installation procedures when determining the bond stress.
9. The design criteria for soil anchors shall also include the following:
a. The anchor structure system must be analyzed in order to ensure that the anchored structure will function as intended. The overall
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stability of the earth mass as well as the assumed failure plane must be analyzed so that the bond length of the anchor is started at least 1.5 m beyond the failure plane. The type of foundation, nearness and susceptibility to movement of adjacent buildings must be taken into consideration. See Figure 4.
The interaction of groups of anchors must be considered when the center to center spacing of anchors is less than or equal to six times the bulb diameter.
b. The tendon size shall be determined so that the design load for the anchor does not exceed 53% of the guaranteed ultimate tensile strength of the tendon.
c. The free stressing length shall not be less than 4.5 m.
d. The existing theoretical and empirical methods for predicting anchor capacity should only be used for preliminary design estimate purposes. Final anchor capacity shall be verified by field testing each anchor.
10. The Contractor shall retain the services of a second registered Professional Engineer licensed to perform work in the state of Georgia, prequalified by the Department, and operating independently from the Pofessional Engineer of Sub-Section 617.02. The function of this engineer will be to perform and independently check design calculations and plan details for the permanent anchored walls before submittal to the Department for review. If the Department's review of these plans and calculations results in more than two submittals to the Department by the Contractor, the Contractor will be assessed a penalty for all reviews in excess of two submittals. The penalty for these additional reviews will be at the rate of$60.00 per hour of engineering time expended.
617.04 MATERIALS:
A. Concrete shall be in accordance with the applicable portions of Section 500.
B. Reinforcing steel shall be in accordance with the applicable portions of Section 51l.
C. STRUCTURAL STEEL SHALL BE AS FOLLOWS:
1. Prestressing bars shall be continuously threaded steel conforming to ASTM Designation A 722, Type II and shall be full length. Couplers will not be allowed. The material requirements, application of coating, and sampling and testing of epoxy coating shall satisfy the requirements of Section 514.
2. Prestressing strands and wires shall be in accordance with the applicable portions of Section 853. Strands and wires must be full length.
3. Mill test reports for each heat or lot of prestressing material used to fabricate tendons shall be submitted to the Engineer.
D. Cement grout shall be made using Portland Cement conforming to AASHTO M 85 , Type I, II or III, and potable water. The cement shall be fresh, free
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from lumps or any indication of hydration. Admixtures that will impart low water content, flowability and minimum bleeding may be used in the cement grout with the consent of the Engineer. These admixtures shaH contain no chemicals that may have a harmful effect on the prestressing steel or cement. If admixtures are to be used, the Contractor shall submit to the Engineer the manufacturer's literature indicating the type of admixture and the manufacturer's recommendations for mixing the admixtures with grout prior to using the admixture. Expansive additives which cause air bubbles in the grout wiH not be aHowed.

E. Plastic used for the corrosion protection shall be polypropylene conforming to designation grade II 26500D as per ASTM D-2146. The environmental stress crack resistance of the material shall be such that no failures occur at 1,000 hours when tested by ASTM D-1693.

F. Corrosion inhibitor (grease) shall conform to the following test requirements:

1. Drop point 149C min. by ASTM D-566,

2. Flash point 149C min. by ASTM D-92,

3. Water content 0.1% max by ASTM D-95,

4. Rust test-Rust Grade 7 or better after 720 hours, aggressive conditions: Rust Grade 7 or better after 1000 hours-by ASTM B-117 and ASTM D-610.

5. Water soluble ions:

6. Oil Separation-0.5% By Weight Max. @ nOC-By FIMS 791B, Method 321.2, and

7. Soak Test-5% Salt Fog @ 38C 0.13 mm (Q Panel Type S), immerse panels in 50% salt solution and expose to 5% salt fog-no emulsification after 720 hours-By ASTM B-117 Modified.

Chlorides Nitrates Sulfates

10 ppm max 10 ppm max 10 ppm max

by ASTM B-512 by ASTM D-992 by APHA427D

617.05 GENERAL CONSIDERATIONS:

A. Anchorage and hardware shall be suitable for use with the type of anchor tendon used and shall be capable of developing 95% of the guaranteed specified minimum ultimate tensile strength of the tendon, when tested in the unbonded state, without failure of the tendon. Anchorage devices shall be capable of holding the prestressing steel at a load producing a stress of not less than 95% of the guaranteed specified minimum ultimate tensile strength of the prestressing steel without exceeding anticipated set and without failure of either the anchorage or the prestressing steel. Anchorages shall be capable of lift-off, detensioning or retensioning a tendon at any time prior to secondary grouting to fill voids at the top of the pipe sleeve.

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The anchor nut and plate for bars shall have complementary spherical shapes at the contact areas.
B. Tendons shall be fabricated in accordance with approved details and shall be free of dirt, detrimental rust, or other deleterious substances. The plastic sheath shall be a single piece without splices and shall be installed at the fabrication shop. Field installation of the plastic sheath will not be allowed. Prior to installation, they shall be handled and stored in such a manner as to avoid corrosion and physical damage. Damaged coatings will be field repaired in a manner acceptable to the Engineer. Damage such as abrasions, cuts, nicks, welds, weld splatters, or heavy corrosion and pitting, will be cause for rejection of the tendon. Rejected tendons shall be replaced at no cost to the Department in terms of either material replacements and/or resulting time delays.
C. Prior to beginning work, the Contractor shall survey the condition of adjoining properties and make records and photographs of any evidence of settlement or cracking of any adjacent structures which may become the subject of possible damage claims. The Contractor's report of this survey shall be delivered to the Department before work at the site begins.
D. A Foundation Investigation Report, which will assist the Contractor in evaluating existing conditions for design as well as construction, is available from the Geotechnical Engineering Bureau of the Department.
E. At the option of the Department, devices to monitor ground movements and load transfer during and after construction will be installed by the Department during the construction of the wall. The Contractor shall cooperate with the instrumentation installers. The Department will schedule these installations to minimize interference with the Contractor's operations. Delays of two to four hours per instrumented anchor shall be anticipated. Although the instrumentation specialist will be responsible for maintaining the instruments, the Contractor will be responsible for any damage which occurs to the instruments, connections or readouts as a result of operations of the Contractor or Subcontractors. The Contractor shall replace and install such equipment in a manner acceptable to the Department and at no cost to the Department.
617.06 ROCK ANCHORS:
A. DESCRIPTION: A prestressed rock anchor is a high strength steel tendon, fitted with a stressing anchorage at one end and a means of permitting force transfer to the grout and rock on the other end. The rock anchor tendon is inserted into a prepared hole of suitable length and diameter, fixed to the rock, and stressed to a specified force. The basic components of a prestressed rock anchor are as listed below.
1. Prestressing steel may be single or multiple wires, strands or bars. The total length of the rock anchor is composed of two parts.
a. Bond length (socket) is the portion of the anchor that transmits the force to the surrounding rock.
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b. Free length (stressing length) is the portion of the anchor which is free to elongate elastically during stressing.
2. The stressing anchorage is the device which permits the stressing and anchoring of the prestressing steel under load.
3. The fixed anchorage is at the opposite end of the tendon than the stressing anchorage and is a mechanism which permits the transfer of the induced force to the surrounding grout or rock. Deformed bars and strand tendons do not have to have fixed anchorages since the anchor load is transferred to the grout by bond.
4. Grout and vent pipes and miscellaneous appurtenances are required for injecting the anchor grout. Grout may be pumped through the drill casing or rods.
B. INSTALLATION OF ROCK ANCHORS SHALL BE AS FOLLOWS:
1. The Contractor is expected to visit the site in order to observe existing conditions that may affect the work or, if applicable, the Contractor's design, and to review the geotechnical data available for the project.
2. The holes for the anchors may be either driven or drilled. Core drilling, rotary drilling, auger drilling or percussion drilling may be used. If water is used in the drilling operation, the Contractor shall be responsible for disposing of the water in such a manner that erosion of the wall site is minimized. Any damage to the site by water erosion shall be repaired by the Contractor at no cost to the Department. If the hole will not stand open, casing shall be installed as necessary to maintain a clean and open hole. The hole diameter shall not be less than 75 mm if no pressure grouting is used. Pressure grouting is defined as grouting with a pressure greater than 415 kPa. The diameter of the drill bit shall be not less than 3 mm smaller than the specified hole diameter. Anchor holes shall be started within an angle tolerance of 1 to 3 degrees from the inclination specified on the approved design plans. Holes shall not deviate from a straight line by more than 25 to 50 mm in 3 m. Holes shall not extend outside the right-of-way limits. Holes in rock shall be thoroughly cleaned of all dust, rock chips, grease or other deleterious material prior to inserting the tendon.
3. The tendon shall be installed in the casing or hole drilled for the anchor. Care shall be taken to ensure that the tendon's corrosion protection is not damaged during handling or installation. The tendon in the bond length shall be installed in such a way as to ensure that it has a minimum of 13 mm grout cover. The bond length of strands or wires shall be degreased prior to installation by using Acetone, MEK, or MIBK No residue is to be left on the tendon. Other substances may be used subject to approval by the Department. All costs of cleaning tendons is to be included in the price bid for Contract items.
4. If multi-element tendons are used without a fixed anchorage at the
690

617.06
lower end, provisions shall be made for adequate spacing of the tendon elements to achieve proper grout coverage. Anchors shall not be used for grounding electric equipment. Anchor tendons shall not be subjected to sharp bends. Spacers shall be provided at a maximum of 1.5 m center to center spacing throughout the bond length. Spacers may not be of wood or any material detrimental to the tendon steel or sheathing.
5. Grout shall be injected at the lowest point of the anchor. The grout shall be placed over the entire anchor length. After grouting, the tendon shall remain undisturbed until the grout has reached a cube strength of 25 MPa. The mouth of the hole shall be kept clean after grouting. The following data shall be recorded during the grouting operation:
a. Type of mixer b. Water/cement ratio c. Type of additives d. Grout pressure e. Type cement Test sample strengths (prior to stressing) g. Volume of grout placed in bond and free lengths
If pressure grouting is utilized, a watertightness test does not need to be performed. However, if grout is injected with a pressure of 415 kPa or less, a watertightness test will be necessary. The watertightness test shall be performed by filling the entire hole in the rock with water and subjecting it to a pressure of 35 kPa in excess of the hydrostatic head as measured at the top of the hole. If the leakage rate from the hole, over a ten minute period, exceeds 12 milliliters per 25 mm diameter per meter of depth per minute, the hole shall be consolidation grouted, redrilled and retested. Should the second watertightness test fail, the entire process shall be repeated.
Holes adjacent to a hole being tested for watertightness shall be observed during the tests so that inter-hole connections may be detected and sealed.
If artesian or flowing water is encountered in the drilled hole, pressure shall be maintained on the consolidation grout until the grout has initially set.
The grouting equipment shall be capable of continuous mixing and shall produce grout free of lumps. The grout pump shall be equipped with a grout pressure gage at the nozzle capable of measuring a minimum pressure of 10 kPa, or twice the actual pressure used by the Contractor.
The proportions of materials to be used in the grout shall be based on tests made on the grout before grouting is begun, or may be selected based on prior documented experience with similar materials and equipment and under comparable field conditions. The water content shall be the minimum necessary for proper placement and shall not exceed a water-cement ratio of 0.45. The grout shall not remain in the mixer longer than 45 minutes.
691

617.06

Voids at the top of the free length shall only be filled with grout after final lock-off.

C. ANCHOR TESTING AND STRESSING: Each anchor shall be tested. The maximum test load shall not exceed 80% of the guaranteed ultimate tensile strength of the tendon. The first two anchors installed of each specified design load capacity and a minimum of 5% to a maximum of 10% of the remaining anchors (locations to be chosen by the Engineer) shall be performance tested. All remaining anchors shall be proof tested.

1. Performance Tests shall be made by incrementally loading and unloading the anchor in accordance with the following schedule. At each increment the movement of the tendon shall be recorded to the nearest 0.025 mm with respect to an independent fixed reference point. The jack load shall be monitored with the production gauge and load cell that were calibrated as a set.

Cycle 1 2 3 4
5
6

Load AL 0.25P AL O.25P 0.50P AL 0.25P 0.50P 0.75P AL O.25P 0.50P 0.75P 1.00P AL 0.25P O.50P 0.75P 1.00P 1.25P AL 0.25P 0.50P O.75P 1.00P 1.25P 1.50P*

AL=(ALIGNMENTLOAD) (Test Condo Hold for a min of 50 mins.)

Adjust to transfer load of 1.0P

Actual lock-off loads may be somewhat higher to account for seating losses.

692

617.06

To prevent misalignment of testing equipment, a minimum Alignment Load (AL) shall be maintained at 0.05P.
The load shall be held at each increment just long enough to obtain the movement reading. Loading and unloading rates (megagrams per minute) shall be submitted by the Contractor for approval; however, each load must be applied in less than 30 seconds after the jack pump is started.
The Creep Test shall consist of holding the 1.50P load for 50 minutes while the load is maintained constant. Anchor movement (total movement) referenced to a fixed point shall be recorded at 30 seconds, 1, 2, 3, 4, 5, 6, 10, 15, 20, 25, 30, 40 and 50 minutes. The observation time begins when the jack begins to load the anchor from 1.25P to the test load.
If performance tests indicate that the loaded substrata is sensitive to creep, the load shall be maintained for an additional 250 minutes and the movements recorded at 60, 75, 90, 100, 120, 150, 180, 210, 240, 270 and 300 minutes.
The Engineer will review all performance tests to determine if the anchor is acceptable. An anchor shall be acceptable if:

a. The total movement obtained exceeds 80% of the theoretical elastic elongation of the free length and is less than the theoretical elastic elongation of the free length plus 50% of the bond length.

b. The creep movement does not exceed 2.00 mm during the 5 min. to 50 min. time increment regardless of tendon length and load. Ifheld for an additional 250 minutes, creep movement does not exceed 2.00 mm from the 30 minute to the 300 minute time increment regardless of tendon length and load.

2. PROOF TESTS: The proof tests shall be performed by incrementally loading the anchor in accordance with the following schedule. At each increment, the movement of the tendon shall be recorded to the nearest 0.025 mm with respect to an independent fixed reference point. The jack load shall be monitored with the production gauge that was calibrated with the load cell used for the performance test. If required by the engineer the jack load shall be monitored with the production gauge and load cell that were calibrated as a set.

AL 0.25P 0.50P 0.75P 1.00P 1.25P 1.50P

(Test Cond.-Hold for a minimum of 10 minutes)

Adjust to transfer load of 1.0P

Actual lock-off load may be somewhat higher to account for seating losses.

693

617.06
To prevent misalignment of testing equipment, a minimum alignment load (AL) shall be maintained at 0.05P.
The Creep Test shall consist of holding the 1.50P load for 10 minutes while the load is maintained constant. Anchor movement (total movement) referenced to a fixed point shall be recorded at 30 seconds, 1, 2, 3, 4, 5, 6, and 10 minutes. The observation time begins when the jack begins to load the anchor from l.25P to the test load. If the movement between the 1 minute and 10 minute readings exceed 1.00 mm the load shall be maintained for an additional 40 minutes and the movements recorded at 15,20, 25, 30,40, & 50 minutes.
The Engineer will review all proof tests to determine if the anchor is acceptable. An anchor shall be acceptable if:
a. The total movement obtained exceeds 80% of the theoretical elastic elongation of the free length and is less than the theoretical elastic elongation of the free length plus 50% of the bond length.
b. The creep movement does not exceed 1.00 mm during the 1 min to 10 min time increment regardless of tendon length and load. If held for an additional 40 minutes creep movement does not exceed 2.00 mm during the 5 min to 50 min time increment regardless of tendon length and load.
3. TEST EQUIPMENT: Dial gauge, shall be capable of measuring elongation to the nearest 0.025 mm. Production gauge shall have a min. accuracy of liz to 1% offull scale with gradation no greater than 690 kPa and have a non-parallax dial. Test gauge shall have a min accuracy of 1/. of 1% of full scale with gradations no greater than 345 kPa and have a non-parallax dial. Load cell, shall have a min resolution of 1/10 of 1% and constructed to eliminate inaccuracy with uneven loading. The jack, gauges and load cell shall be calibrated as a set and independently. Calibration of pressure gauges and load cell shall be checked every week, or at any time there are indications of erratic results, against a test gauge which shall be kept on site for this purpose. The Department's inspector will witness these calibration checks. All installation, testing and stressing shall be done in the presence of a department inspector.
4. LIFT-OFF TESTS: For all anchors, after transferring the load to the end anchorage and prior to removing the jack, a lift-off reading shall be made. The load determined shall be within 5% of l.OOP. If the lift-off load is less than 0.95P the end anchorage shall be reset and another liftoff reading made. Additional lift-off tests shall be performed 7 days after the load was locked-off in the anchor. After five additional lift-off tests are performed, the Engineer will perform lift-off tests on a random basis such that the total number of tests will be pelformed on no more than 10% of the remaining anchors.
694

617.07
D. CUTTING OF TENDON PROTRUSIONS: After an anchor has been accepted by the Engineer, the portion of the anchored tendon protruding over the anchor may be cut, if not otherwise required for use in retesting. Cutting shall be done according to the tendon manufacturer's recommendations as approved by the Engineer. Care shall be taken to not damage the tendon anchor.
E. REDESIGN: If anchors fail during performance tests or proof tests, the Contractor shall modify the design or construction tests and procedures, subject to review by the Department. These modifications may include reducing the anchor design load by increasing the number of anchors, increasing the grout pressure, requiring post-grouting or increasing the bond length. Any modification of design or construction procedure shall be at no cost to the Department. The redesigned anchors shall be installed in the wall and tested as previously defined at no cost to the Department. Those anchors that fail the performance or proof tests may be incorporated in the wall. The Contractor shall propose a reduced Design Load and retest as noted above. Acceptance of such anchors will be at the discretion of the Department.
617.07 SOIL ANCHORS:
A. DESCRIPTION: A prestressed soil anchor is a high strength steel tendon, fitted with a stressing anchor at one end and an anchor device permitting force transfer to the soil on the other end. These anchors, which are used in clay, silt, sand or gravel, are inserted in a prepared hole that is drilled or driven into the ground. There are two basic types of soil anchors that will be considered for use. These are the friction type that rely on friction between the drilled borehole walls and the anchor grout and the type that rely on an enlarged pressure grouted bulb or an underreamed bulb to provide resistance to pull-out. Soil anchors shall be tested after placement of anchor grout and the necessary curing period has passed. The basic components of the soil anchor are identical to those for the rock anchor as described previously.
B. INSTALLATION: For installation see Sub-Section 617.06B except watertightness tests will not be required.
C. ANCHOR TESTING AND STRESSING: Testing and stressing shall be in accordance with Sub-Section 617.06.C except that '15% of the anchors remaining after the initial testing shall be performance tested.
D. CUTTING OF TENDON PROTRUSIONS: See Sub-Section 617.06.D.
E. REDESIGN: See Sub-Section 617.06.E.
617.08 CORROSION PROTECTION:
A. GENERAL: Prestressed rock and soil anchors shall be protected against corrosion. Corrosion protection begins with the storage, fabrication, and handling of the tendon components prior to insertion in the borehole.
695

617.08
Proper care is required to avoid prolonged exposure to the elements, and to avoid mechanical or physical damage which would reduce or impair the future ability of the components to resist any adverse conditions encountered during their service life. A light coating of rust is not cause for rejection; however, heavy corrosion or pitting shall be cause for rejection.
B. PROTECTION SYSTEMS SHALL BE AS FOLLOWS:
1. PRESTRESSING STEEL: The entire length of prestressing steel from anchor plate to end of tendon shall be protected from corrosion by encasing the prestressing steel in a corrugated plastic tube with cement grout filling the voids between the tube and the prestressing steel and the tube and the soil. The cement grout between the soil and the tube shall be a minimum of 13 mm thick and shall extend the entire length of the tendon. Centralizers shall be provided at a maximum of 1.5 m center to center spacing throughout the bond length. Centralizers may not be wood or any material detrimental to the tendon steel or corrugated plastic tubing. A smooth one piece plastic sheath shall encapsulate the entire free length. Splices in the sheath will not be allowed. The sheath shall have a minimum thickness of 1.27 mm. A grease film, compounded to provide corrosion inhibiting and lubricating properties, shall be placed between the sheath and the prestressing steel. The plastic sheath shall be seamless hot melt extruded polypropylene shrunk tightly onto the grease. The sheath shall have a coefficient of friction with the steel of less than 0.05, a wall thickness of not less than 1.27 mm, and exert a positive pressure on the grease. The grease film shall have a minimum thickness of 0.25 mm. The void space between the sheath and the steel shall be kept to a minimum. Visible void space shall be filled with grease and the bottom sealed to prevent grout intrusion.
2. AREA UNDERNEATH ANCHORAGE: The area immediately behind the stressing anchorage shall be protected. A pipe sleeve shall be welded to the bearing plate and a seal shall be provided between the pipe sleeve and the anchor sheath at the other end of the sleeve. The pipe sleeve shall be cleaned of all dirt, rust, or other deleterious material prior to inserting the tendon. If a seal is not provided at the lower end of the pipe sleeve, during installation and grouting, the lower end of the pipe sleeve shall be filled with grout and provisions shall be made to ensure that the pipe sleeve remains free of deleterious material until the upper portion of the pipe sleeve and anchor head is filled with grout. After the anchors have been stressed, the void inside the sleeve and anchor head shall be filled with anti-bleed expansion grout.
3. ANCHORAGE: The anchorage system head at each lift shall be encased in a corrosion protective system before proceeding to the next lift. This protective system for each lift shall be installed within a period not to exceed 30 days after anchors are installed for that lift. The anchorage system shall have a minimum cover of 75 mm after the wall face is placed.
696

617.09

617.09 MEASUREMENT AND PAYMENT: No separate measurement for payment purposes will be made for this work. Payment will include all costs for concrete, reinforcing steel, excavation, backfill, lagging, piles, anchors, labor, design and all other materials and equipment including grouting, drilling holes, post-tensioning, performing and evaluating all tests, submitting records of tests, all tools and all other miscellaneous items necessary to complete the work.
Additional area of wall required due to unforeseen foundation conditions or other reasons and approved by the Engineer will be paid for by increasing the Lump Sum Price Bid for the Wall by multiplying the increase in wall area times an adjustment price of $485 per square meter.
In the event the wall area is to be decreased, the Lump Sum Price Bid will be adjusted proportionally to the decrease in wall area. The adjustment price used will be the Lump Sum Price Bid divided by the original plan area of the Wall.
All measurements will be based on Plan dimensions.

Payment will be made under: Item 617, Permanently Anchored Wall, Wall No._

per Lump Sum

697

617.09

LOAD CASE I SOLDIER PILES AND LAGGING CANTILEVERED DURING EXCAVATION FOR TOP ROW OF ANCHORS
+ ~CH4RGE

H
TEIoI'C,RARY BOTT(Iol OF EXCAVATlCMoI

~1!=:t;:========:t=~(H+ O)1l;p b

I. "b KJ, ~~....

Y_C_H_+_b_)k_p_

~

+ DESIGN PRESSURE DIAGRAM SHALL INCLUDE THE EFFECT OF SURCHARGE LOADING
*NOTE: THE ABOVE DIAGRAMS APPLY FOR COHESIONLESS SOILS. FOR COHESIVE SOILS THE EFFECT OF COHESION MAY BE CONSIDERED.
WHERE LAGGING IS IN PLACE, ACTIVE EARTH PRESSURE ACTS OVER THE ENTIRE WALL SURFACE. BELOW LAGGING, ACTIVE EARTH PRESSURE ACTS ONLY ON THE SOLDIER PILE WIDTH AND PASSIVE EARTH PRESSURE IS GENERATED AS FOLLOWS:
A) IN SANDS AND SAPROLITIC SOILS (WITH BLOW COUNTS of 10 OR GREATER) PASSIVE PRESSURE IS GENERATED OVER 3 TIMES THE SOLDIER PILE WIDTH.
B) IN CLAYS, NON-SAPROLITIC SILTS, AND SAPROLITIC SOILS (WITH BLOW COUNTS OF 10 OR LESS) PASSIVE PRESSURE IS GENERATED OVER THE WIDTH OF THE SOLDIER PILE.
VERTICAL COMPONENT OF ANCHOR FORCE MUST BE RESISTED BY EMBEDDED LENGTH OF SOLDIER PILES BELOW ASSUMED EXCAVATION.
FIGURE 1

698

LOAD CASE II INTERMEDIATE EXCAVATIONS FOR SUBSEQUENT ANCHOR INSTALLATIONS
+ SLRCHARGE
AHCHDRF~~ ~ ~ ~ ~ ~ -I. ~ ~ ~ '" .j, ~ '" .B6y H kA H

617.09

F1HAL GfW!j

,

, ...", V

./

./

./

./

./

./

/'

/

11...o.

Y_b_k_P_IIl

~...

1\
.'\ 'Y H k~

\

\

b

\

\

\
\

Y_(_H_+_b_)k._A_~~___.4

* SEE "NOTE" FIGURE l.
+ DESIGN PRESSURE DIAGRAM SHALL INCLUDE THE EFFECT OF SURCHARGE LOADING

= KA COEFFICIENT OF ACTIVE EARTH PRESSURE = Kp COEFFICIENT OF PASSIVE EARTH PRESSURE r =SOIL DENSITY

FIGURE 2 699

617.09
LOAD CASE II FINAL CONSTRUCTED CONDITION ASSUMING EXCAVATION
FOR DRAINAGE FACILITIES IN FRONT OF WALL

SURCHARGE +

NtCtl~ FORCE EXCAYATION f'CR ROADWAY DRAINAGE r,\CJLITIES
rl~1. QRADE
b

.S'S..,. HkA
H
BOTTOM IF LAGGING
'''Y H kl'
(]

I.

yb kp

1,1-4

yCH+ Cl'k....

.1

* SEE "NOTE" FIGURE 1.
+ DESIGN PRESSURE DIAGRAM SHALL INCLUDE THE EFFECT OF SURCHARGE LOADING

= KA COEFFICIENT OF ACTIVE EARTH PRESSURE
Kp = COEFFICIENT OF PASSIVE EARTH PRESSURE
r =SOIL DENSITY

FIGURE 3 700

617.09
FIGURE 4 701

621.01

SECTION 621-CONCRETE BARRIER

621.01 DESCRIPTION: This Item shall consist of constructing Portland Cement Concrete Barriers in accordance with these Specifications and in conformance with the lines, grades, type and typical sections shown on the Plans or established by the Engineer.
It is the intent of this Specification that barriers suitable for medians or side installation on both roadway and bridges may be required.

621.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Portland Cement Concrete, Class "A" or "M' Steel Bars for Concrete Reinforcement.. Joint Fillers and Sealers

500 853.01
833

Barrier Walls and Parapets on bridges shall be Class "M' concrete unless otherwise specified on the Plans.

621.03 CONSTRUCTION:

A. SUBGRADE PREPARATION: The subgrade shall be finished to the required lines, grade and cross section as shown on the Plans or as directed by the Engineer. The subgrade shall be compacted to 100% of the maximum laboratory density for the depth shown on the Plans. The maximum laboratory dry density shall be determined from representative samples of the material being compacted by GDT test method 7, 67, or 24, whichever is applicable. In-place density of the compacted subgrade shall be determined in accordance with GDT test method 20, 21, or 59, whichever is applicable.

B. BASE PREPARATION: The Base shall be placed as shown on the Plans and compacted to 100% of the maximum laboratory dry density. The maximum laboratory dry density shall be determined from representative samples of the material being compacted by GDT-49. In-place density test ofthe base shall be made in accordance with GDT-21 or 59.

C. BARRIER:

1. GENERAL: Formed or Slip Formed:

a. The Barriers shall be Class "A" concrete as defined in Section 500, constructed in accordance with Plan details. Concrete may be placed using either conventional forms or by the use of an approved self propelled extrusion machine. When forms are used, the Barrier shall be given a Type III a. or b. finish and cured in accordance with Section 500.

b. JOINTS: Joints shall be constructed at the locations and of the type specified on the Plans. In case of emergencies which affect placement continuity, the Engineer will decide if a construction joint will be allowed and will direct the Contractor as to the location and manner in which such joint is to be constructed.

702

621.03
Joints may either be sawed or formed. If the joint is sawed within 24 hours of placing to a minimum depth of 75 mm with the use of a template, all material which may damage adjacent concrete by blocking the sawed joint or preclude later satisfactory operation or cleaning, shall be removed immediately after the sawing operation is completed. Sawed joints shall extend through the footing.
c. CONFIGURATION: If the Contractor requests, the outside vertical face of the side Barrier or parapet may be battered as directed by the Engineer. Radii, as proposed by the Contractor and approved by the Engineer, may be used at intersecting surfaces of the Barrier.
Any approved change requested by the Contractor from the configuration shown on the Plans shall be made at no cost to the Department.
2. SLIP-FORMED BARRIERS:
When Barriers are placed using slip-form methods the following shall apply:
a. The extrusion machine used to place Barriers shall be designed for the specific purpose of placing concrete barrier or parapet without the use of forms. The extrusion machine used for placing barriers may be either crawler or rubber tired type. The barrier or parapet shall be placed in reasonably close conformity to the established shape, line, grade and dimensions shown on the Plans.
b. The proper density and cross section shall be obtained by forcing an approved concrete mix through a mold of the proper cross section. The extrusion machine shall consolidate the freshly placed concrete in one complete pass of the machine and sufficient internal vibrators shall be provided for consolidating the concrete along the faces of forms and adjacent to joints. This shall be accomplished in such a manner that a minimum of hand finishing will be required to produce a dense and homogenous barrier free from voids and honeycomb.
3. FINISH:
Hand finishing shall be held to a minimum. A steel trowel shall be used for repair or correction of the concrete surface. Care shall be taken not to over finish the surface. All exposed surfaces which are not satisfactory to the Engineer as to uniformity of color, texture, and smoothness, or because of excessive patching, shall be corrected as required.
4. CURING:
Curing shall be as specified in Sub-Section 500.12 and in accordance with the following:
a. The "Preventing Moisture Loss" Method of curing by the use of an approved membrane-forming curing compound will be required. A Type 1, Class B curing compound shall be used.
703

621.04

b. The concrete surface shall be uniformly sprayed with curing compound immediately after the smface finish is obtained.

c. Application of Protective Surface Treatment to the barrier or parapet surfaces will not be required.

621.04 MEASUREMENT: The Barrier will be measured for payment in linear meters of accepted Barrier for each Type shown on the Plans, measured along the top of the Barrier from out to out of the various Types.
Side Barriers will be measured for payment in linear meters of accepted Side Barrier of each type shown on the Plans, measured along the top of the barrier from out to out for the various Types.
Barriers on bridges will not be measured separately for payment, but shall be included in the Lump Sum price bid for Superstructure Concrete as defined in Sub-Section 500.18.C.
Barriers placed on approach slabs will be measured for payment as defined in Section 433.

621.05 PAYMENT: This Work, measured as specified above, will be paid for at the Contract Unit Price per linear meter for each Type Barrier, which payment shall be full compensation for all materials, forms, equipment, subgrade and base preparation; and for all labor, incidentals and superintendence necessary to complete The Work.
Barrier Walls and Parapets on bridges will be included in the Lump Sum Price bid for Superstructure Concrete.

Payment will be made under: Item No. 621. Concrete Barrier, (''Type''l. Item No. 621. Concrete Side Barrier, ("Type")

per Linear Meter per Linear Meter

SECTION 622-PRECAST CONCRETE BARRIER
This Work provides for Precast Concrete Barriers in accordance with Plan dimensions and locations:
622.01 METHOD 1: This method consists of furnishing, placing, maintaining, removing, and reusing where required, Precast Concrete Barrier ofthe length and at the locations shown on the Plans.
A. MATERIALS: All materials shall be in accordance with the Standard Specifications and Plan details.
B. CONSTRUCTION: Fabrication of each barrier unit shall be as detailed on the Plans. Finish shall be in accordance with Sub-Section 500.13, Type I. Units shall be handled and transported in such a manner as to preclude damage. When required, units shall be utilized at one or more sites on the same project. The units shall be complete, in an acceptable condition, and placed at the locations designated on the Plans or directed by the Engineer, prior to acceptance by the Department.

704

622.05
When the barrier units are no longer required, they shall be removed and satisfactorily stored in acceptable condition at locations designated on the Plans or as directed by the Engineer and become the property of the Department.
622.02 METHOD 2: This method consists of obtaining, erecting, maintaining, transporting, re-erecting as required, re-transporting and stockpiling, as required, Precast Concrete Barrier in accordance with this Specification and in conformance with Plan details.
A. MATERIALS: All materials shall meet the requirements of the Standard Specifications. Connecting hardware shall be furnished and retained by the contractor with either Method lor Method 2 barrier. Selection of barrier from the stockpile meeting the requirements of the Specifications and Standards shall be the responsibility of the Contractor.
B. CONSTRUCTION: The Contractor shall obtain the required units from the location designated on the Plans and transport them to the job site. Erection and/or re-erection of the barrier units shall be complete as detailed on the Plans. Barrier units shall be handled by the Contractor in such a manner as not to be damaged and shall be salvaged for future Departmental use. When the units are no longer required, the Contractor shall remove and satisfactorily store the barrier units complete and in an acceptable condition at the location designated in the Plans or directed by the Engineer. The Contractor shall obtain a written receipt of such delivery.
622.03 UTILIZATION: The Contractor shall make the most effective use of the Plan quantity of Barrier in the prosecution of the work within the contract time. If the Contractor elects to schedule the work in such a fashion that additional Barrier becomes necessary, the additional Barrier shall be furnished at no additional cost to the Department.
The Contractor shall not lift barrier units with the end (connector) loops. The Contractor shall use a sling or fork system in lifting the barrier units.
Any damage to the connector loops and barrier unit in handling shall be repaired by the Contractor. No separate payment will be made for these repairs.
622.04 MEASUREMENT: This Work will be measured in linear meters of accepted Precast Concrete Barrier actually constructed, delivered, transferred, reused, and stored subject to the maximum amount as specified in Sub-Section 622.03.
622.05 PAYMENT: This Work will be paid for at the Contract Unit Price per linear meter of Precast Concrete Ban;er for Method One and/or Method Two as designated, complete in place, and for removal, reuse, delivery and storage, as specified. No separate payment will be made for reuse of units during the course of the Work, nor for any additional units in excess of the Plan Quantity which the Contractor may elect to use in order to facilitate the constlUction schedule.
705

623.01

Seventy-five percent of the Contract Unit Price bid will be paid on the first monthly estimate following initial satisfactory delivery, installation, and acceptance.
The remaining twenty-five percent will be paid upon completion of the Project or upon delivery and satisfactory storage at the designated location, whichever is applicable.

Payment will be made under: Item No. 622. Precast Concrete Median Barrier, Method No._ _

per Linear Meter

SECTION 623-PNEUMATICALLY APPLIED CONCRETE

623.01 DESCRIPTION: This item provides for the manufacture and placement, by pneumatic methods, of concrete at locations and to dimensions shown on the Plans. All of the applicable requirements of Sections 441 and 500 shall apply to this Work.

623.02 MATERIALS: The materials to be used together with their Specifications references are as follows:

Coarse Aggregate: Coarse aggregate, if utilized, shall conform to the quality requirements of Class A or B stone
Portland Cement Fine Aggregate, Size No. 10 Water Preformed Joint Filler Hot Poured Joint Filler Elastomeric Polymer Type Joint Compound Welded Steel Wire for Concrete Reinforcement.. Curing agents Silicone Joint Sealer

800 830 801 880 833.01 833.02 833.03 853.07 832 833.06

623.03 EQUIPMENT AND PERSONNEL: All equipment necessary to properly and expeditiously perform the Work shall be on the Project and in good operating condition before application is started.
The preparation and application of pneumatically applied concrete shall be performed by qualified machine, nozzle, and re-bound operators under the supervision of qualified superintendents.
The Contractor shall, upon request, furnish documentation of personnel qualifications.

623.04 CONSTRUCTION:

A. PREPARATION OF FOUNDATIONS:

1. EARTH FOUNDATION: The area upon which pneumatically applied concrete is to be placed shall be thoroughly compacted and finished to the lines and grades shown on the Plans. The foundation shall contain

706

623.04
sufficient moisture to provide maximum density and to prevent absorption of water from the concrete, but shall not contain free surface water.
Gauging wires shall be used to establish finish grade lines, surface planes, and Plan thickness.
Joints, side forms, shooting strips, weep holes, and reinforcement shall be in accordance with Plan details.
2. BONDING FOUNDATION: When pneumatically applied concrete is to be bonded to a previously placed structure, the surface to be covered shall be rough and clean and all unsound or deteriorated concrete removed. Loose particles, dust, and dirt shall be removed. Steel members shall be thoroughly cleaned by sand blasting of all loose rust, scale, or other deleterious material which would prevent or lessen the bond between concrete and steel. The bonding surface shall be kept wet for a minimum of one hour prior to application to the concrete, but all free water shall be removed just prior to placing. Reinforcing and any special forming required shall be in accordance with plan details. Where successive layers or thicknesses are required for sloping, vertical or overhanging work sufficient time must be allowed between layers to permit initial but not final set. At the time the initial set is developing the surface shall be cleaned to remove laitance and ensure bond.
B. PLACING REINFORCEMENT: Reinforcement, if required, shall be as shown on the Plans. Where dowels or anchor bolts are specified the reinforcing steel shall be securely fastened thereto. Welded wire fabric shall be lapped not less than 100 mm and the full area of mesh or fabric held firmly in position with wire ties. Fabric around the top of slab-carrying beams and girders shall be placed before the slab is poured, shall extend at least 125 mm below the slab, and be so located as to properly lap the web reinforcement. The reinforcement shall be not less than 15 mm from the surface on which the concrete is to be placed. There shall be at least 20 mm from the outside surface ofthe reinforcing to the finished surface of the concrete.
C. COMPOSITION: Pneumatically applied concrete shall be composed of one part Portland Cement to three parts fine aggregate by volume, thoroughly mixed in a dry state before being charged into the applicator hopper. A maximum of thirty percent by volume of No. 9 Stone may be substituted for an equivalent amount offine aggregate only when approved by the Engineer. Any material not used within one hour after combining cement and aggregates shall be discarded. Remixing or tempering will not be permitted.
707

623.05
D. TRANSPORTING AND PLACING: In general, the applicable requirements of Section 500 apply to this item when the materials are to be premixed and transported to the job site. No pneumatically applied concrete shall be placed when the ambient temperature is below 4C, on frozen subgrade, or when wind velocity prevents homogenous and uniform application. The approved mix shall be placed by pneumatic pressure through a suitable machine with the proper amount of water for hydration applied at the mixing nozzle. Water pressure in the delivery pipe shall be maintained approximately 140 kPa above air pressure in the machine. A constant pressure of not less than 310 kPa shall be maintained in the placing machine when the applicator hose length is 30 m or less, and the pressure shall be increased at least 35 kPa for each additional 15 m of hose length or fraction thereof or for each 7.5 m vertically that the nozzle is above the machine. When concrete is placed on slopes by pneumatic methods, the height shall be limited to 2.5 m lifts measured along the slope. The applicator nozzle shall be directed in such a manner that rebound will be minimized. The nozzle velocity shall be maintained at a constant level and at a rate determined by job conditions.
E. FINISHING: After the concrete has been placed to the required depth, and before initial set, the surface shall be screeded then checked with a 3 m straightedge. All irregularities in excess of 6 mm in 3 m shall be immediately corrected. Loose areas of pneumatically applied concrete shall be removed and replaced at no additional cost to the Department. All adjacent areas not to be covered shall be adequately protected prior to application and, if necessary, cleaned after application.
F. CURING: Pneumatically applied concrete shall be cured in accordance with the applicable requirements of Sub-Section 500.12.B.1.
G. JOINTS: Joints shall be constructed at locations indicated on the Plans and as specified in Section 441. Construction joints shall be sloped toa clean edge of approximately 45 degrees. Before placing is resumed, the joint shall be cleaned and moistened.
623.05 MEASUREMENT:
A. EARTH FOUNDATION: Pneumatically Applied Concrete placed on slopes or plane areas will be measured for payment by the square meter of accepted surface areas constructed to the neat lines indicated on the Plans or as directed.
B. Where Pneumatically Applied Concrete is used for patching, grouting, plastering or build-ups, measurement will be by the megagram of cement actually used.
708

624.01

623.06 PAYMENT: Pneumatically Applied concrete, measured as directed above, will be paid for at the Contract Price per square meter of paving or per megagram of cement as specified, complete in place. No separate payment will be made for reinforcing steel, joint filling materials, clean-up, or disposal of rebound.

Payment will be made under:

Item No. 623. Pneumatically Applied Concrete

per Square Meter

Item No. 623. Pneumatically Applied Concrete per Megagram of Cement

SECTION 624-S0UND BARRIERS

624.01 DESCRIPTION: This Work shall consist offurnishing and installing a Sound Barrier in accordance with this Specification and in reasonably close conformance with the locations, dimensions, lines, and grades shown on the Plans. Unless a specific type is required by the Contract Documents, the Contractor may select from one of the following types. The Contractor shall identify in the proposal the type barrier upon which the bid is based.

Type A Type B Type C Type D Type E

Concrete Masonry Units Interlock Steel Panels Precast Concrete Panels Treated Timber Panels Masonry Coated Polystyrene Reinforced Panels

Construction staging shall be as specified in the Special Provisions for Sequence of Operations, the Plans, or as directed by the Engineer.
For all types of barrier materials, except Type A and Type C, the manufacturer shall certify to the Department and furnish test results that a specimen of the proposed barrier meets or exceeds a minimum weighted sound transmission loss of 22 dBA based on the generalized truck spectrum when tested in accordance with ASTM E 90 as used to compute the overall noise barrier transmission loss (T.L.) using the frequencies and sound levels in accordance with the following Table:

Panel Type:

Gage:

Finish:

709

624.01
FREQUENCY HERTZ
31.5 40 50 63 80 100 125 160 200 250 315 400 500 630 800 1000 1250 1600 2000 2500 3150 4000 5000 6300 8000 10000 12500

TRUCK SPECTRUM

dB

dBA

72

41.8

69

42.8

79

56.5

86.6

67.5

81.1

65.0

77.9

64.5

83.9

73.0

82.6

74.0

79.6

71.0

82.3

77.5

81.2

78.0

79.4

77.5

80.8

80.0

80.0

80.0

80.4

81.0

81.0

82.0

78.3

79.5

78.2

79.5

74.8

76.0

72.0

73.0

69.5

70.0

67.6

67.5

62.1

61.0

58.0

55.5

RECEIVER SIDE T.L. LEVEL

n
A == 10 Log 10 Log (il10) for the truck spectrum
i=l n
B == 10 Log 10 Log (il10) for the receiver side
i=l

WEIGHTED TRANSMISSION LOSS == A - B == RECEIVER SIDE SOUND LEVEL (dBA) == Truck Spectrum (dbA -
T.L. in decibels)
Certification shall be in accordance with the provisions of Sub-Section 106.05.

710

624.02

624.02 MATERIALS:

A. TYPE A:

Concrete-Class "A" Hollow Load Bearing Concrete Masonry Units
(Concrete Block) ASTM C 90, Grade N-I or N-II Mortar

500 834. 03

B. TYPEB:

INTERLOCKING STEEL PANELS: The steel panels shall be of a cold formed configuration. Each panel shall have provisions for providing friction interlocking with adjacent panels. Each panel shall have a malefemale rib providing a friction interlock connection with adjacent panels or otherwise be joined adequately in accordance with the manufacturer's specifications. The friction interlock connection shall provide sufficient connection strength to support its own weight without the use of fasteners when connected to another panel and held in the vertical or horizontal position. The size and shape shall be as shown on the Plans or an alternate approved by the Engineer. The panels shall be 0.85 mm or thicker steel conforming to ASTM A 446M, Grade B. Panels shall be coated (galvanized) with a Z275 weight of zinc in accordance with ASTM A 525M.
PROTECTIVE COLOR COATING: The coating shall be one of the following:
SYSTEM A: The coating shall be polyvinylidene fluoride (seventy percent resin, minimum enamel, PVF2). The coating system (including primer) shall be applied at a total minimum film thickness of 0.03 mm thickness per coated side. The polyvinylidene fluoride film shall be cured to a minimum of 0.02 mm film thickness.
SYSTEM B: The coating shall be a polyvinyl fluoride plastic film (PVF1), will have a minimum thickness of 0.04 mm coated both sides. The coating will be factory applied to a thoroughly cleaned and pretreated galvanized steel in accordance with ASTM D 2092, Method F. The coating shall be laminated to the galvanized steel using heat and adhesive to form a uniform and durable coating pigmented to obtain optimum color performance.
Color shall be Federal Standard Color Number indicated on the Plans. All caulking used shall be color pigmented to match the wall color specified.
POST: The post for steel walls shall be of a hot rolled sheet conforming to ASTM A 36M, and shall be hot dip galvanized in accordance with ASTM A 123, except coating weight shall be 610 g/m2 minimum, all sides.
STEEL FLASHING AND CAPS: All flashing and caps for steel walls shall be of the same material and color coating as the panels.
SELF-DRILLING SCREWS (STEEL WALLS): A-I screws shall be of Class #410 Stainless Steel, conforming to Federal Specification QQ-S-763C or cadmium coated in accordance with ASTM A 165.

711

624.03

Other materials shall meet the requirements of the appropriate Section in the Standard Specifications to which they pertain.

C. TYPEC:

PRECAST CONCRETE PANELS Class "AA" Concrete Reinforcing Piling-Weathering Steel Piling-Galvanized Steel... Elastomeric Bearing Pads

500 AASHTO M 31 and M 32
ASTM A 588 520 and AASHTO MIll
885

Other materials shall meet the requirements of the appropriate Sections of the Standard Specifications. All piling, bolts, and fittings shall be hot-dipped galvanized when the barrier rests on another concrete structure.

D. TYPED:

TREATED TIMBER PANELS Type D.1 Type D.2

See Plan Detail D-1 See Plan Detail D-2

Class "A" Concrete Bolts and Washers Pile

500 Plan Details Plan Details

E. TYPEE:

WIRE: No. 14 gauge panel wire conforming to ASTM A 82 and to

ASTM A 185 as a welded steel wire fabric.

CLIPS: No. CL-15G Hartco clips are formed from 11 mm wide, No. 20

gauge cold rolled steel and are manufactured by Hartco Manufacturing

Company.

.

EXPANDED POLYSTYRENE: Foam has a density of 16 kg/m3 to 24

kg/m3. The beads are produced by BASF Wyandotte BF-Styropor

(Research Report No. 3401) or American Hoechst Corporation Fostafoam

Type 86 Series (Research Report No. 3504) and comply with Section

1717(a) of the Uniform Building Code.

POLYURETHANE: Foam assembled as a filler will be 57 mm in thickness and have a minimum density of 16 kg/m3.

PORTLAND CEMENT: Complies with ASTM C 150.

AGGREGATE: Natural plaster sand complying with ASTM C 144.

PLASTER: A mixture of Portland Cement and aggregate complying

with Table No. 47-F of the Uniform Building Code. The plaster shall have

a minimum 28-day compressive strength of 7 MPa or greater, as required

by design based on test of three 50 mm cubes.

624.03 CONSTRUCTION: The following work shall be done in accordance with the applicable portions of the Specifications:

A. CLEARING AND GRUBBING: When necessary, shall be done according to the requirements of Section 201 insofar as it applies.

712

624.03
B. EXCAVATION, BORROW, EMBANKMENT: Shall be in accordance with requirements of the applicable portions of Sections 205, 206, or 208. The scope and dimensions of the Work shall be as shown on the Plans.
C. GRASSING: When required, shall be done in accordance with requirements of Section 700, to the extent specified on the Plans.
D. VINE, SHRUB, and TREE PLANTING: When required, shall be in accordance with Section 702 to the extent specified on the Plans.
E. MISCELLANEOUS CONSTRUCTION ITEMS: When items are shown on the Plans and are not covered in this Specification, the Plans and Standard Specifications shall govern the Work.
F. WALLS:
1. TYPE A WALL: When hollow load bearing concrete masonry units (Concrete Block) are used in the construction of the walls, the Work shall be according to the notes, details, and dimensions shown on the Plans, including footings, reinforcement, and plaster coat when required. Plaster coat, when specified, shall be applied according to the details on the Plans.
2. TYPE B WALL: Steel noise barrier walls shall be installed in accordance with the manufacturer's recommendations and Plan details. Cut, scratched, or marred surfaces shall be repaired in accordance with recommendations by the manufacturer.
3. TYPE C WALL:
a. All precast panels shall be cast in a precasting facility approved by the Engineer.
b. Acceptability of the panels shall be determined from the compressive strength of cylinders made and cured in the same manner as the panels, and by inspection during manufacture.
The manufacturer of the panels shall furnish such facilities and assistance as may be required to carry out the sampling and testing in an expeditious and satisfactory manner.
c. FORMS: Panels shall be cast on a steel surface with steel side forms.
d. CASTING: Concrete in each panel shall be placed without interruption, and shall be consolidated by the use of vibrators supplemented by hand tamping and rodding so as to force the concrete into the corners of the forms and eliminate stone pockets, cleavage planes, and air bubbles.
e. FINISHING: Panels shall be given a Type III-Rubbed finish on the upper surface (as cast) in accordance with Sub-Section 500.13.
f. CURING: The panels shall be cured as specified in Sub-Section 500.12.B.1. (wet cure) for a sufficient length oftime so that the concrete will develop the specified compressive strength. The curing period shall
713

624.03
not be less than 72 hours under normal summer temperature conditions. In colder weather the curing period shall be extended, as directed by the Engineer, to provide equivalent curing. The panels shall be protected from freezing from the time the concrete is placed until curing is complete.
As an alternate to the wet cure method, the panels may be steam cured as specified in Sub-Section 865.03.C.5.b.
g. REJECTION: Panels shall be subject to rejection due to failure to meet any of the requirements specified above. In addition any of the following defects shall be cause for rejection:
(1) Defects that indicate imperfect mixing and casting.
(2) Honeycomb or open texture.
(3) Exposure ofthe reinforcement
(4) Failure to meet the required 25 MPa compressive strength at 28 days.
h. MARKING: Each panel shall bear the date cast and the Inspector's approval stamp. Acceptance by the Inspector at the precast yard will not preclude rejection at the erection point if defects or damage are discovered.
i. ERECTION: The panels shall be erected in accordance with Plan details and dimensions.
Bearing pads shall be placed as shown in the Plans and the restraining bolts tightened.
j. CLEANING: After erection is complete and before final acceptance of the Project, the sound barrier shall be cleaned to remove any dirt or stain.
4. TYPE D WALL: Treated Timber Panel Walls shall be designated Type D.1 or Type D.2.
a. TYPE D. 1 WALL: This Wall shall be constructed of tongue and groove panels placed in a horizontal configuration supported by vertical posts set on concrete piers. The Plan details shall give full information relative to sizes, timber treatment, and erection details.
b. TYPE D.2 WALL: This Wall shall be constructed of double wood panels staggered so as to provide a one-half width overlap. The supports shall be posts set in a concrete footing. The Plans provide full details of materials and erection, sizes, and timber treatment.
5. TYPE E WALL: See Plan Details.
6. ALL WALLS:
a. Prior to commencement of earthwork on the Project, the noise barriers shall be staked in the field and the final groundline elevations at the barrier walls established. These elevations shall be furnished to
714

624.03
the supplier who will develop the shop plans, including a complete elevation view of each barrier indicating top and bottom elevations as well as the roadway grade. The final ground elevations established in the field shall be protected by the Contractor for the duration of the Project and shall not be adjusted without prior approval of the Engineer.
b. Sound barriers shall be installed in accordance with the Plans and in accordance with approved shop drawings submitted by the Contractor and approved by the Engineer. Joints and connections shall be secured in such a manner as to be structurally sound with no visible openings for sound transmission and, in the case of metal barriers, shall not be a secondary source of noise transmission due to vibration.
c. Marred, chipped, scratched, or spalled areas of barriers shall be repaired in accordance with the manufacturer's recommendations and as directed by the Engineer and at the Contractor's expense.
d. The Contractor shall have the option on metal barriers, where applicable, to substitute welded for fixed bolt connections or vice versa, provided load calculations for the specific connection to be modified are submitted and a minimum safety factor of 3.0 is used.
e. Trench backfill for sound barrier construction shall be placed in accordance with the Standard Specifications for trench backfill. The trench backfill shall be select material.
If, in the opinion of the Engineer, the trench is so narrow that compaction may not be achieved, the trench excavation shall be backfilled with concrete grout to the satisfaction of the Engineer. No additional compensation will be made for the concrete grout.
f. All excess excavation shall be disposed of in a manner satisfactory to the Engineer.
g. Right of way fence that is scheduled to be salvaged shall remain in place until the barrier is constructed or, in the opinion of the Engineer, as long as is practical.
h. Mter erection of the barrier, the disturbed area shall be left in a finished condition at the direction of the Engineer and a growth of grass established. Payment for establishing a growth of grass will be as described in Sub-Section 624.04.C.
i. TOLERANCES:
(1) Vertical alignment for barriers and posts shall be: 15 mm for barrier heights to 3 m; 25 mm for barrier heights to 6 m; and 40 mm for barrier heights to 9 m.
(2) Horizontal alignment for barriers shall be in reasonably close alignment to that shown on roadway plans.
(3) Post spacings shall be set within 15 mm of their intended location.
715

624.03
j. For sound barriers that are built on top of earth berms, the berms shall be constructed of earthwork fill material and compacted to ninetyfive percent of the maximum density as determined by GDT: 7, 24, or 67, as applicable. In-place density will be determined in accordance with GDT- 20, 21, 55, or 59, as applicable.
G. GRAFFITI-PROOF COATING:
1. DESCRIPTION: This Work consists of providing graffiti-proof coating on both faces of all concrete and masonry barriers from ground line to top of wall.
2. MATERIALS: Materials shall be as noted on the Qualified Products List.
3. DELIVERY AND STORAGE:
a. Materials shall be delivered in manufacturer's original containers with labels intact.
b. Materials shall be stored out of the weather, in a single location, and as specified by the manufacturer.
4. JOB CONDITIONS:
a. WEATHER: The graffiti-proof coating shall be applied only when weather conditions are within manufacturer's recommended range for proper application ofmaterials.
b. PROTECTION OF ADJACENT SURFACES: Mask, cover, or otherwise protect finished adjacent surfaces from damage caused by work specified in this Section.
c. Protect finished coatings from staining, marring, and damages from work of other trades.
5. QUALITY CRITERIA:
a. Materials shall be products of one manufacturer.
b. Application equipment shall be a type recommended or approved by coating manufacturer for use on this project. Equipment shall be in good operating condition.
6. PREPARATION:
a. Moisture content of surfaces to receive coating shall be within limits recommended by coating manufacturer.
b. Apply coating after Type III finish of concrete, or after concrete block has been thoroughly cleaned.
7. APPLICATION: a. Apply coating to designated surfaces at rate of 1 liter per 6-7 m2. Apply 3 coats, using low pressure spray.
716

624.04
b. Begin coating application at uppermost surfaces, working down.
c. Remove loose particles, dirt, grease, oil, and other foreign materials following application;
624.04 MEASUREMENT:
A. Clearing and Grubbing will not be measured separately for payment.
B. Excavation, Borrow, and Embankment shall be according to the requirements of the applicable portions of Sections 205, 206, or 208, except that the scope and dimensions of the Work shall be as shown on the Plans.
C. Grassing will not be measured separately for payment unless shown on the Plans as a payment item, in which case the Work will be measured in accordance with the requirements of Section 700 for the type of Grassing required.
D. Vine, shrub, and tree planting when shown on the Plans, will be measured in accordance with applicable portions of Section 702.
E. Items shown on the Plans which are not covered in this Specification will be measured for payment according to the applicable portiorfs of the Standard Specifications.
F. WALLS:
1. TYPE A WALL: Concrete Masonry Wall constructed of concrete masonry units (blocks), complete in place, will be measured in square meters of area from end to end and from top of footing to top of wall, including solid top block or solid cap block.
2. TYPE B WALL: Steel Wall will be measured in square meters of wall surface installed prior to backfilling complete in place in accordance with Sub-Section 109.01. There will be no separate measurement for posts, flashing, caps, concrete post embedment, or other incidental items required for construction.
3. TYPE C WALL: Precast Concrete Sound Barriers will be measured in square meters of wall surface, prior to backfilling, including pile flanges, complete in place and accepted. There will be no separate measurement for pile, anchor bolts, plates, connections, neoprene bearing pads, connecting bolts, or any other components of the Sound Barrier.
4. TYPE D WALL: Treated Timber Walls will be measured in square meters of wall surface installed prior to backfilling. There will be no separate measurement for posts, caps, foundations, footings, hardware, timber treatment; pile, or cover boards.
5. TYPE E WALL: Masonry Coated Polystyrene Reinforced Panel Walls will be measured in square meters of wall surface installed prior to backfilling.
717

624.05
There will be no separate measurement for posts, flashing, concrete post embedment, or other incidental items required for construction.
6. ALL WALLS: The bottom of th~ Barrier Wall pay limit is the line located 150 mm below the existing graded ground line when side barriers are not required, or 150 mm below the top of the side barriers when barrier is required, or the top of the retaining wall coping when the roadway is a cut section and the retaining wall is in place. The top pay limit is the minimum profile elevation shown for each sound barrier profile.
624.05 PAYMENT:
A CLEARING AND GRUBBING: The Cost of Clearing and Grubbing shall be included in the Lump Sum Item for the Project. When Clearing and Grubbing is not shown as a payment item, the cost thereof shall be included in the overall Contract Price for the Work covered in this Specification.
B. Unclassified Excavation and Borrow will be paid for and shall be included in the normal excavation and borrow for the Project unless shown on the Plans as separate payment item for Sound Barriers, in which case payment will be made under the applicable portions of Sections 205, 206, or 208.
C. Grassing will be paid for and shall be included in the normal grassing for the Project in accordance with the requirements of Section 700 unless shown on the Plans to be included in the price bid for Sound Barriers.
D. VINE, SHRUB, AND TREE PLANTING: When this item is shown on the Plans to be paid for, payment will be made under the provisions of Section 702.
E. Items shown on the Plans to be paid for and which are not covered by this Specification, will be paid for in accordance with the applicable portions of the Standard Specifications.
F. WALLS: Unless a specific type wall is specified in the Contract, the Contractor shall identify in the Proposal which Type Wall will be used.
1. TYPE A WALL: Concrete Block walls will be paid for at the Contract Unit Price bid per square meter, which payment shall include but not be limited to, concrete blocks of the thicknesses shown on the Plans for the wall and pilasters, plaster coat when required, excavation for footings, concrete footings, reinforcement when specified, and all incidentals necessary to complete the Item, including graffiti-proof coating.
2. TYPE B WALL: Steel Wall will be paid for at the Contract Unit Price bid per square meter which shall be full compensation for furnishing and installing all materials, including post and post embedment and for all labor, equipment, and incidentals necessary to complete the Work.
3. TYPE C WALL: Precast Concrete Sound Barrier will be paid for at the Contract Unit Price bid per square meter. Such payment shall be full compensation for furnishing all materials including piling and attachments and for erecting the Sound Barrier, including graffiti-proof coating.
718

626.02

4. TYPE D WALL: Treated Timber Wall will be paid for at the Contract Unit Price bid per square meter. Such payment shall be full compensation for furnishing all materials including concrete and steel and for erecting the Sound Barrier.
5. TYPE E WALL: Masonry Coated Polystyrene Reinforced Panel Walls will be paid for at the Contract Unit Price bid per square meter which shall be full compensation for furnishing and installing all materials including piling and attachments and for erecting the Sound Barrier, including graffiti-proof coating.

Payment will be made under: Item No. 624. Sound Barrier (Type) (0-3 m Ht.) Item No. 624 Sound Barrier (Type) (3-6 m Ht,) Item No. 624. Sound Barrier (Type) (6-9 m Ht.)

per Square Meter per Square Meter per Square Meter

SECTION 626-MECHANICALLY STABILIZED EMBANKMENT RETAINING WALLS
626.01 DESCRIPTION: This Specification covers the materials, fabrication, construction, measurement, and payment for Mechanically Stabilized Embankment Retaining Walls. The scope of work of the wall erection includes all grading necessary for wall construction, compaction of the wall foundation, general and local dewatering as required for proper execution of the Work, construction of leveling pads, erection of precast panels, placement of soil reinforcing devices, and placement and compaction of special embankment backfill within the reinforced volume. The scope also includes furnishing and placing precast or cast-in-place concrete coping and cast-inplace or precast traffic barrier on top of the wall if these items are shown on the Plans. For the purposes of this Specification, the wall foundation shall include all area underlying the leveling pad and the reinforced volume. All other items included in the construction of the Mechanically Stabilized Embankment Retaining Walls not specifically mentioned herein shall conform to the applicable Sections of the Standard Specifications.
The architectural treatment of the precast panels shall be in accordance with the Plan details.
For all patented Mechanically Stabilized Embankment Retaining Walls, it shall be the Contractor's responsibility to make arrangements to procure all panels, soil reinforcing devices, connecting devices, joint materials, and all attachments and expertise necessary to construct the walls.
626.02 MATERIALS:
A. SOIL REINFORCING DEVICES:
1. REINFORCING AND TIE STRIPS: Tie strips shall be shop-fabricated of hot rolled steel conforming to the minimum requirements of ASTM A 570M Grade 345. Reinforcing strips shall be hot rolled from bars to the required shape and dimensions. Their physical and mechanical properties shall conform to ASTM A 709M Grade 250.

719

626.02
2. SOIL REINFORCING MESH: Soil Reinforcing Mesh shall be shopfabricated of cold drawn steel conforming to the minimum requirements of ASTM A 185.
B. CONNECTING DEVICES:
1. FASTENERS: Bolts and nuts shall be hexagonal cap screw, high strength conforming to ASTM A 325M, galvanized. They shall be of the diameter shown in the Plans, 40 mm in length with 20 mm thread length. Washers shall be galvanized. Galvanizing fastener elements shall be as per ASTM A 153.
2. STEEL STRAP CONNECTORS: The steel strap connection bar and plate shall be ASTM A 709M Grade 250 steel. Bolts shall conform to the requirements of ASTM F 568. Nuts shall conform to the requirements of ASTM A 563M and washers shall conform to the requirements of ASTM F 436M. Coatings for connecting devices shall be as specified below.
3. ATI'ACHMENTS:
a. CLEVIS LOOP AND MESH LOOP: Clevis loops and mesh loops shall be fabricated of cold drawn steel wire conforming to the requirements of ASTM A 82 and welded in accordance with ASTM A 185 and shall develop a minimum stress of 0.9 Fy. Loops shall be galvanized in accordance with ASTM A 153, Class B 3 or ASTM A 123.
b. CONNECTOR BAR: Connector bar shall be fabricated of cold drawn steel wire conforming to the requirements of ASTM A 82 and galvanized in accordance with ASTM A 123.
C. CONCRETE: Concrete for precast panels shall be Class AA except that minimum 28 day strength shall be 28 MPa. Admixtures shall not be used, except as indicated in the approved mix design. Admixtures containing chlorides shall not be used. Concrete for leveling pads, traffic barrier and coping shall be Class A.
D. JOINT FILLERS: All joints between panels shall be treated as follows:
1. In flood plains or other intermittently inundated areas:
a. All joints between panels from an elevation 1 meter above the 100year flood elevation to the bottom of the Wall shall be covered on the back side of the Wall with a woven plastic filter fabric sheet.
b. All joints between panels from 1 meter above the 100-year high water elevation to the top of the Wall shall be covered on the back side of the Wall by a woven or nonwoven plastic filter fabric sheet.
2. At all other locations, all joints between panels shall be covered by a woven or nonwoven plastic filter fabric sheet.
3. All horizontal joints between panels shall contain two 100 mm x 75 mm x 20 mm ribbed bearing pads or elastomeric pads as specified on the Plans.
720

626.02

Ribbed bearing pads shall be SBR rubber with a durometer hardness of 80 + or - 10 as determined by ASTM D 2240. Elastomeric pads shall be of 100 percent virgin chloroprene (neoprene) meeting the requirements of the 1992 AASHTO Specifications for Highway Bridges, Section 18, Elastomeric Bearings. Openings on either side of and between the pads shall be caulked with 50 mm x 50 mm open cell urethane foam strips or equal as approved by the Engineer in addition to any other joint treatment which is required. All vertical joints shall be caulked with 50 mm x 50 mm open cell urethane foam strips. When the urethane foam strips are pieced together, the minimum overlap shall be 100 mm.

4. The minimum width of plastic filter fabric sheets will be as follows:

For Vertical Joints

.450 mm wide

For Horizontal Joints

300 mm wide

5. The filter fabric shall overlap the joint a minimum of 100 mm.

6. When the filter fabric is pieced together the minimum overlap shall be 100mm.

7. The filter fabric shall be glued to the panels. Any adhesive on the Qualified Products List may be used.

8. Any woven and nonwoven plastic filter fabric listed on the Qualified Products List will be acceptable for use under this Specification, subject to the above requirements.

E. SPECIAL EMBANKMENT BACKFILL: All material used in the Mechanically Stabilized Embankment Retaining Walls shall be approved by the Office of Materials and Research prior to use. The material shall be free of organic or other deleterious material. In addition, crushed stone used as Special Embankment Backfill shall be of uniform quality throughout and be composed of material meeting the following quality requirements:

1. SOUNDNESS (AASHTO T 104): The loss in weight when subjected to five alterations of Magnesium Sulfate Soundness tests shall not be more than fifteen percent.
2. PERCENT WEAR (AASHTO T 96): Maximum loss sixty-five percent ("A" Grading).

3. GRADATION:

SIEVE SIZE

PERCENT PASSING

100mm

100

50 mm

80 - 100

2 mm

20- 90

75 pm

0 -12

4. FINE AGGREGATE: Fine aggregates for backfill material shall consist of natural sand, manufactured sand or a blend of each, having strong,

721

626.02

hard, durable particles free of organic or other deleterious materials. They shall be non-plastic, and shall meet the following quality requirements.

a. Manufactured Sand shall be crushed from stone or gravel that meets all quality requirements stated above for crushed stone.
b. Natural Sand shall have a minimum durability index of 70 and meet the following grading requirements:

SIEVE SIZE

PERCENT PASSING

2 mm

75 -100

250 pm

0 - 50

75 pm

0 - 10

5. Additionally, all material shall conform to the following requirements.

a.

pH

6.0 - 9.5

b.

Resistivity

10,000 ohmslcm*

c.

Chlorides

20 ppm

d.

Sulfates

15 ppm

e.

CaC03 Acidity

15 ppm

*This minimum will not apply to crushed stone backfill materials that are free of soils and/or over-burden and do not exceed seven percent passing the 75 pm sieve. For these materials the minimum resistivity shall be 4,000 ohm/cm on any sample.

6.-TESTS: Methods of Tests shall be in accordance with the following:

Petrographic Analysis ASTM C 295

Percent Wear AASHTO T 96

Sieve analysis AASHTO T 27

Material Passing No. 75 pm Sieve AASHTO T 11

Durability Index GDT 75

F. COATINGS FOR SOIL REINFORCING DEVICES:

1. Unless otherwise specified on the Plans, the entire surfaces of reinforcing and tie strips, mesh, and connecting devices shall be galvanized in accordance with ASTM A 123, or be mechanically galvanized in accordance with ASTM B 695, Class 110. This shall also include the surfaces resulting from punching holes for bolts. Any damage sustained by any part of the connecting devices, bolts or reinforcing devices during any phase of fabrication, storage or erection shall be repaired in accordance with Section 645 by brush coating with Galvanox Type I Organic zinc-rich coating as specified in Sub-Section 870.06 to the satisfaction of the Engineer at no increase in contract cost.

722

626.03
Those parts of the connecting devices which are threaded shall be galvanized in accordance with ASTM A 153, Class C. Alignment pins are to be hot dip galvanized.
2. When required on the Plans, and after galvanizing as indicated above, the entire surfaces shall be shop coated for the length indicated on the Plans with a two component coal tar epoxy system as indicated in SubSection 535.04.D for a Type 2P coating as per Sub-Section 870.06. Galvanized nuts, bolts, and washers used in connecting reinforcing and tie strips shall be field coated with Type 2P coating. Any damage to the coating on connecting devices or the reinforcing devices during shipping, storage or erection shall be repaired to the satisfaction of the Engineer at no additional cost. Those parts of the connecting devices exposed after installation of the soil reinforcing devices shall be field coated with the Type 2P coating.
3. When required on the Plans, the entire surfaces shall be epoxy coated in accordance with Sections 867 and 514. The soil reinforcing devices do not need to be galvanized if this method of coating is required. Galvanized nuts, bolts, and washers used in connecting soil reinforcing device members shall be field coated with Type 2P coating. Any damage to the coating on the connecting devices or soil reinforcing devices during shipping, storage, or erection shall be repaired to the satisfaction of the Engineer at no additional cost. Those parts of the connecting devices exposed after installation of the Soil Reinforcing Devices shall be field coated with Type 2P coating.
G. REINFORCING STEEL: Reinforcing Steel shall conform to the requirements of Section 511 of the Standard Specifications.
H. WELDED WIRE FABRIC FOR PRECAST PANELS: Welded wire fabric shall conform to the requirements of ASTM A 82.
I. CERTIFICATION: Acceptance of materials furnished for the Work will be based on certified test reports as specified in Sub-Section 106.05 supplemented by routine tests run by the Department.
J. CORROSION INHIBITING MATERIAL: Corrosion inhibiting material shall be a bituminous plastic cement material conforming to the requirements of Section 848 of the Standard Specifications or AASHTO M 243 Trowel Grade Asphalt Mastic or an approved corrosion inhibiting grease.
626.03 FABRICATION
A. SOIL REINFORCING DEVICES: All soil reinforcing devices shall be shop fabricated. Mesh shall be shop fabricated of cold drawn steel welded into the finished mesh fabric in accordance with ASTM A 185. Soil Reinforcing devices shall be cut to lengths and tolerances shown on the Plans. Holes for bolts shall be punched in the location shown. All soil reinforcing devices shall be true to size and free from defects that may impair their strength or durability.
723

626.03
B. CONNECTING DEVICES: All connecting devices shall be to the dimensions shown on the Plans. Connecting members and soil reinforcing devices shall be assembled prior to galvanizing. All connecting devices shall be true to size and free from defects that may impair their strength or durability. Tie strips may be partially bent before shipment to the precast yard. Minimum bending radius shall be 25 mm. Final bending may be accomplished at the precast yard. Connecting devices and reinforcing steel, or welded wire fabric used in the panels are not to be in contact with each other.
C. BOLTS AND NUTS: Nominal diameter shall be as defined in Sub-Section 626.02.B.
D. PRECAST PANELS: All materials used in precast panels shall be as specified in Sub-Section 626.02. Tie strips, mesh attachment straps, coil embeds, coil bolts, reinforcing steel, welded wire fabric, connecting pins, and handling devices shall be set in place to the dimensions and tolerances shown on the drawings prior to casting. The metal connecting devices and reinforcing steel are not to be in contact with each other when in their final position in the panel.
1. TESTING AND INSPECTION: Precast concrete panels shall be cast at a Class "A" or "B" plant conforming to Standard Operating Procedure 3, PrecastJPrestressed concrete bridge members.
2. CASTING: The panels shall be cast using steel forms. The front face of the panel (Face exposed to view when installed in the wall) shall be cast against a steel form or architectural form liner. The back face is to be float finished. The concrete in each panel shall be placed without interruption and shall be consolidated by the use of an approved vibrator, supplemented by such hand tamping as may be necessary to force the concrete into the corners of the forms and prevent the formation of stone pockets or cleavage planes. Clear form oil of the same manufacturer shall be used throughout the casting operation.
3. CURING: The panels shall be cured as specified in Sub-Section 500.12.B or Sub-Section 865.03.K., and will continue for a period of not less than 12 hours or for sufficient time so the concrete will develop the specified compressive strength. Any panel which does not reach specified strength within 28 days shall be rejected.
4. REMOVAL OF FORMS: The forms shall remain in place until they can be removed without damage to the panel.
5. CONCRETE FINISH AND TOLERANCES: Concrete surface for the front face shall be as designated on the Plans. The rear face shall be float finished sufficiently to eliminate open aggregate pockets and distortions in excess of 6 mm.
All panels shall be manufactured within the following tolerances:
724

626.03
a. All dimensions within 5 mm.
b. Angular distortion with regard to the height of the panel shall not exceed 5 mm in 1.5 meter.
c. Diagonal tolerance from Plan dimensions shall be no more than 10 mm.
d. SURFACE TOLERANCES: For textured finish, any surface defects in excess of 8 mm in 1.5 meter shall be rejected.
6. COMPRESSIVE STRENGTH: Compression tests to determine the minimum strength requirements shall be made on cylinders. A minimum of three cylinders for determining when the units may be put into service will be made from each day's production and cured in accordance with GDT 35.D.3.c. Shipping strength will be equal to the required 28 day strength will be made for each day's production or for each 7.5 m3 of concrete placed, whichever is the lesser amount of concrete, and cured in accordance with GDT 35.D.3.b. and d. The 28 day compressive strength shall be at least 28 MPa Compressive strength tests shall be in accordance with MSHTO T 22.
7. REJECTION: Panels shall be subject to rejection because of failure to meet any of the requirements specified above; in addition, any of the following defects shall be sufficient cause for rejection.
a. Defects that indicate imperfect moulding.
b. Defects indicating honeycombed or open texture concrete.
8. MARKING: The date of manufacture, lot number, and type of panel shall be clearly and permanently marked on the rear face of each panel.
9. HANDLING, STORAGE, AND SHIPPING: All panels shall be handled, stored, and shipped in such a manner as to eliminate the danger of chipping, cracking, discoloring, fractures, and excessive bending stresses. Panels damaged during handling or storage at the casting plant, shall be repaired at the plant, as directed by the Engineer. Any panels damaged during handling, storing, or shipping may be rejected upon delivery at the option of the Engineer. Panels in storage shall be supported on firm blocking located immediately adjacent to embedded connecting devices to avoid bending the connecting devices. When coating is required, any ties or soil reinforcing devices damaged during handling or placing shall have the coating repaired to the satisfaction of the Engineer.
E. PRECAST COPING AND PRECAST TRAFFIC BARRIER: All materials used in the construction of the precast portion of the coping or precast traffic barrier shall conform to the requirements of Sub-Section 626.02.C. Precasting, testing, and inspection procedures shall be identical to those for precast panels.
725

626.04
626.04 CONSTRUCTION:
A. FOUNDATION PREPARATION: The foundation for the Mechanically Stabilized Embankment Retaining Wall shall be graded level for a width equal to our exceeding the width of the reinforced volume and leveling pad, using the top of the leveling pad as the grade elevation. Prior to wall and leveling pad construction, the foundation shall be compacted to at least 95 percent of maximum laboratory dry density as determined by GDT 7. Where walls include a portion of the wall as a bridge abutment, that portion of the all within 30 m of the lateral limits of the bridge shall have a minimum compaction for foundation material of 100 percent of maximum laboratory dry density as determine by GDT 7. For walls used solely as bridge abutments, the entire wall shall have a minimum compaction for foundation material of 100 percent of maximum laboratory dry density as determined by GDT 7. Embankment beneath the wall shall be placed and compacted in accordance with Section 208. If the Contractor excavates below the leveling pad elevation, then the area must be reconstructed as embankment. Foundation soils found to be unsuitable or incapable of sustaining the required compaction shall be removed and replaced, as directed by the Office of Materials and Research. At each panel foundation level, a non-reinforced concrete leveling pad shall be provided as shown on the Plans. Leveling pads shall be level within 3 mm per pad or per 3 meter, whichever length is greater. Leveling pads which do not meet this requirement shall be repaired or replaced as directed by the Engineer at no additional cost to the Department. Bearing pads may be used on the leveling pad on the initial row of panels if desired by the Contractor. If bearing pads are used on the initial row, they must be used on all the leveling pads of that wall. The horizontal joint between the leveling pad and panels shall be filled with 50 mm x 50 mm polyether foam strips and covered with filter cloth. Neoprene strips 5 mm thick, may be used as necessary to level panels. No more than a total of 10 mm of Neoprene strips shall be used. If more leveling is required, other corrective action must be taken such as replacing the leveling pad ofreplacing panels. When the Plans call for the wall to be embedded at least 1.5 m into an embankment, the embankment shall be constructed prior to the construction of the leveling pad and placement of any backfill for the wall. For steps in leveling pads, see Figure 2.
B. WALL ERECTION: Precast panels shall be placed so that their final position is vertical. Adjustments will have to be made in the batter to allow for the effect of backfill type, equipment and construction method on panel movement. In general, the panels shall be battered 10 mm in 1 meter into the reinforced volume to allow for panel movement during backfill placement and compaction. Panels shall be placed in successive horizontal lifts as backfill placement proceeds. As backfill is placed behind a panel, the panel shall be maintained in a vertical position by means of clamps and temporary wooden wedges placed in the joints at the junction
726

626.04
of two adjacent panels on the external side of the wall. External bracing shall also be required for this initial lift. The wedges shall remain in place until the fourth layer of panels is placed, at which time the bottom layer of wedges shall be removed. Each succeeding layer of wedges shall be removed as the succeeding panel layers are placed. When the wall is completed, all wedges shall be removed. No wedges shall be used as a means of leveling panels on leveling pads. Wedges placed below the groundline on the front face of the wall shall be removed before this area is backfilled.
Tolerance and alignment shall be as follows:
1. Horizontal and vertical joint openings between panels shall be uniform. The opening shall be 22 mm + or - 10 mm.
2. Vertical tolerance (plumbness) and horizontal alignment tolerance as the wall is constructed shall not exceed 20 mm when measured along a 3 meter straightedge.
3. The overall vertical tolerance of the wall (plumbness from top to bottom) in its final position shall not exceed 13 mm per 3 meter of wall height.
Cast-in-place concrete shall be placed on top of wall panel to allow precast coping elements on tope of the wall to be brought to proper grade. See Figure 1.
Prior to placing any special backfill material on any soil reinforcing device, all connections to the panels shall be completed.
C. SPECIAL EMBANKMENT BACKFILL: Backfill placement shall closely follow the erection of each lift panels. The backfill lift should be uniform in thickness and placed from the back face of the wall to 300 mm beyond the end of the soil reinforcing devices. At each soil reinforcing device level, backfill shall be compacted to the full length of reinforcing devices and be sloped to drain away from the wall before placing and attaching the next layer of reinforcing devices. The compacted backfill shall be level with the connecting device before the reinforcing device can be connected. Any soil reinforcing device or panel that is damaged shall be repaired before the reinforcing devices are attached and backfilled. Unless otherwise indicated on the Plans or directed by the Engineer, soil reinforcing devices shall be placed at 90 degrees to the face of the wall. The maximum lift thickness shall be 200 mm inches (loose) and shall closely follow panel erection. The contractor shall decrease this lift thickness, if required, to obtain the specified density. Embankment Backfill Material shall be compacted to at least 100 percent of maximum laboratory dry density, as determined by GDT 7 or GDT 24, Method A or B for full depth of the material. Compaction shall be accomplished without disturbance or displacement of the reinforcing devices and panels. Compaction shall proceed from the area nearest the wall face to the back of the reinforcing devices, except for
727

626.04
a strip 1 meter wide adjacent to the backside of the wall. After compaction of the remainder of the layer, this 1 meter strip shall be compacted with mechanical tampers without causing any outward movement of the panels. Whenever a compaction test fails on any lift of special embankment backfill, no additional material can be placed over that area until that lift is re-compacted and obtains a passing compaction test.
D. STORM DRAINS: Precast panels shall be provided with the appropriate storm drain openings cast into panels at the elevation and locations indicated on drainage profiles. Catch basins shall be located so that pipes will enter perpendicular (plan view) to the panels or below the leveling pads as shown on the Plans. Construction of catch basins and placement of storm drains must be coordinated with the wall construction.
E. DEWATERING: The Contractor shall furnish, install, operate, and maintain satisfactory dewatering systems as required to maintain the site in a dry and a workable condition so as to permit grading and compaction of the wall foundation and proper erection and backfill of the wall. These systems shall include all equipment and materials, and shall be continued as long as necessary. No separate measurement or payment will be made for dewatering. Cost of dewatering shall be included in the price bid for Special Embankment Backfill.
F. CATCH BASINS AND LONGITUDINAL PIPES: When catch basins are located behind the wall and the Plans do not indicate a specified method of construction, the method outlined in Figure No.4 shall be used during construction. When longitudinal pipes are located behind the wall the following procedure shall be followed if specific details are not shown on the Plans. All forms of drainage structures which are within the special embankment backfill and all forms of drainage structures which are outside the special embankment backfill but which are within 1.5 meter of the front face of the wall shall be of precast of cast-in-place concrete.
1. If no damage will result to the soil reinforcing device and its protective coating and attachment to the precast panel, the soil reinforcing device may be ben around the pipe. See Figure No.6.
2. If the pipe is located too close to the wall to allow the soil reinforcing device to be bent without damaging or diminishing the structural functioning of the soil reinforcing device, the possibility ofrelocating the pipe will be investigated. The design office responsible for designing the drainage system or the office responsible for the pipe will be contacted and the relocation of the pipe investigated.
3. If it is impossible to relocate the pipe or if the pipe is of such a large size that relocation would not be feasible, the procedure for using back-up panels indicated on Figure No.3 shall be utilized.
728

626.05
G. EXPERIENCE REQUIREMENT FOR CONTRACTOR'S WALL CREW SUPERVISOR: The Contractor's wall crew supervisor must have had previous satisfactory experience in the erection of Mechanically Stabilized Walls.
626.05 MEASUREMENT: When a Mechanically Stabilized Embankment Retaining Wall is built to Plan dimensions, the Plan quantities will be the pay quantities. When Plan dimensions are changed by the Engineer during construction, or when original Plans are in error, the revised Plan quantities will be the pay quantities.
A. EXCAVATION AND SHORING: All excavation, including any required unstable material removal, and shoring necessary for construction of the Mechanically Stabilized Embankment Retaining Wall will not be measured and paid for separately.
B. PRECAST CONCRETE PANELS: The area of panels, complete in place and accepted, will be designated for payment by the square meter. The area of drains through the wall will not be deducted.
C. SOIL REINFORCING DEVICES: The Reinforcing Strips, Backfill Stabilizing Mesh, or Soil Reinforcing Mesh will be designated for payment by the linear meter of strip or mesh.
D. BACKFILL: The Special Embankment Backfill used in the Mechanically Stabilized Embankment Retaining Wall volume will be designated for payment by the cubic meter and as shown on the Plans. The limits of the mechanically stabilized embankment retaining wall volume are defined as follows:
1. The width shall be the length of the reinforcing devices plus 300 mm. Where reinforcing devices length changes occur, the volume width change will be taken to occur midway between reinforcing device layers.
2. The height shall extend from the top of the leveling pad to a minimum of 150 mm or to a maximum of 1 meter above the uppermost reinforcing device layer. The uppermost reinforcing device layer may be attached to the wall, traffic barrier, or bridge cap.
3. The length shall extend for the entire length of the wall. Any backfill material required by construction procedures to extend
beyond the Mechanically Stabilized Embankment Retaining Wall volume shall be considered incidental and its cost included in the price bid for Contract items.
Any increases in Mechanically Stabilized Embankment Retaining Wall volume resulting from undercut ordered by the Engineer and requiring the special embankment backfill to provide stability, as determined by the Engineer, will be measured and paid for at the Contract Unit Price bid per cubic meter for Special Embankment Backfill. Undercuts not provided for on the plans for which the Special Embankment Backfill is determined not appropriate by the Engineer as
729

626.06

backfilled with foundation backfill material conforming to Sub-Section 812.02. Payment for foundation backfill material used in this application will be at the contract price bid per cubic meter for Special Embankment Backfill.
Backfill of undercut areas not requiring materials of grades higher than common excavation soils will not be measured or paid for separately.
E. CONCRETE LEVELING PADS: The Concrete Leveling Pads will be designated for payment by the Linear Meter. This shall include any steps shown on the Plans.
F. CAST-IN-PLACE COPING, A, CAST-IN-PLACE COPING, B, PRECAST COPING, TRAFFIC BARRIER, V, AND TRAFFIC BARRIER, H, MOUNTED ATOP THE MECHANICALLY STABILIZED EMBANKMENT RETAINING WALL: These units, complete in place and accepted , will be designated on the Plans and paid for at the Contract Unit Price bid per Linear Meter for each type unit. Traffic Barrier, Hand Cast-in-place Coping, B shall be used whenever noise walls, light standards, or any other appurtenance is mounted on top of the barrier or coping. Traffic Barrier, V and Cast-in-place Coping, A shall be used when no appurtenance is used on top of the barrier or coping. Traffic barriers shall be cast in place, except that Traffic Barrier, H shall be precast when detailed as precast on the Plans.
626.06 PAYMENT: When Mechanically Stabilized Embankment Retaining Walls are built to Plan dimensions, the Plan quantity will be the pay quantity. When Plan dimensions are revised as directed by the Engineer, Mechanically Stabilized Embankment Retaining Wall will be paid for using the revised Plan quantities. such payment shall be full compensation for fabricating, transporting, and erecting all material in accordance with the Plans and Specifications. No separate measurement or payment will be made for tools, superintendence, labor, fasteners, coatings, joint materials (including but not limited to SBR or elastomeric pads, polyether foam and filter fabric), site preparation, filler concrete, or other incidentals for performing the Work. Soil reinforcing devices attached to traffic barrier or coping will not be measured separately for payment but shall be included in the price bid for traffic barrier or coping.
Concrete Side Barrier, Noise Walls, Light Standards, "V" Gutters, Guardrail, Fencing, and Handrail, when shown on the Plans, will be paid for in accordance with the applicable sections of the Project Specifications. Anchor bolts for sleeves for mounting fencing and light standards or noise walls on the wall shall be included in the price bid for wall items.

Payment will be made under: Item No. 626 Concrete Facia Panels Item No. 626 Precast Concrete Panels Item No. 626 Concrete Wall Panels Item No. 626 Reinforcing Strips

per Square Meter per Square Meter per Square Meter per Linear Meter

730

Payment will be made under:
Item No. 626 Concrete Facia Panels Item No. 626 Precast Concrete Panels Item No. 626 Concrete WaH Panels Item No. 626 Reinforcing Strips Item No. 626 Backfill Stabilizing Mesh Item No. 626 Soil Reinforcing Mesh Item No. 626 Select Material Backfill... Item No. 626 Special Backfill Material... Item No. 626 Concrete Leveling Pad Item No. 626 Cast-in-Place Coping, A Item No. 626 Cast-in-Place Coping, B Item No. 626 Traffic Barrier, V Item No. 626 Traffic Barrier, H Item No. 626 Precast Coping

626.06
per Square Meter per Square Meter per Square Meter per Linear Meter per Linear Meter per Linear Meter
per Cubic Meter per Cubic Meter per Linear Meter per Linear Meter per Linear Meter per Linear Meter per Linear Meter per Linear Meter

731

626.06
PRECAST ELEMENT (COP I NG SHOWN)
CAST-IN-PLACE CONCRETE TO PROVIDE SMOOTH SURFACE UPON WHICH PRECAST ELEMENT IS PLACED. THICKNESS VARIES. LIMITED TO ~ THE DEPTH OF THE SKIRT OF THE PRECAST COP I NG. COST TO BE INCLUDED IN PRICE BID FOR CONCRETE PANELS. CONCRETE TO BE CLASS "A".
FIGURE NO. I
FILL VO I 0 BETWEEN PANEL AND LEVELING FOOT ING WI TH CONCRETE AND APPL Y F I L TER CLOTH OVER BACK OF AREA TO SEAL. COST TO BE INCLUDED IN PRICE BID FOR LEVEll NG PAD.
STEP OETA[L FIGURE NO. 2
732

626.06

PIPE IN SPEC I AL BACKF ILL
DETAIL

BACK-UP PANEL BEHIND PIPE

1-

-1~

300 mm

REINF. DEVICE LENGTH AS SHOWN ON WALL PLANS

LIMITS OF SPECIAL BACKF I LL

TYPICAL SECTION WITH PIPE BEHIND WALL

NO SCALE

- ! DETAIL Z

~

-- ::l ::l FACE PANEL
::l

I !--BACK-UP PANEL I

NOTE: USE BACK-UP PANELS ONL Y WHERE PIPE INTERFERES wiTH ATTACHING REINF. DEVICE TO WALL.

IrrJ

I

' - - ,P I P E

~

SECTION A-A
NO SCALE

NOTE: THESE DETAILS ARE FOR USE WHERE REINFORCING DEVICES CAN NOT BE DEFLECTED AROUND PIPE. THE NUMBER OF BACK-UP PANELS SHALL BE DETERMINED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. BACK-UP PANELS MAY BE REJECT PANELS IF THE PANELS wERE REJECTED FOR COSMET I C REASONS ONLY. BACK-UP PANELS SHALL BE PA I 0 FOR AT THE UNIT PRICE BID FOR SQ. METER. PRECAST CONC PANELS OR AT A PRICE OF sIOO.OO PER SQ. METER. WHICHEVER IS LESS. COST OF CONNECTOR DEVICES TO BE INCLUDED IN PRICE BID FOR CONTRACT ITEMS.
FIGURE 3

733

626.06

ORA I NAGE
--.... STRUCTURE
BEH IND ~ALL
.......

" - r BrK UP PANELS BEHI NO ORA I NAGE STRUCTURE
.8///-',<.'/.'

~ FRONT FA
OF ~ALL

--I I-- 300 mm

L.. f.l REINF. DEVICE LENGTH AS

,

L IMI TS OF SPECIAL BACKF I LL

SHO~N ON ~ALL PLANS

I

TYPICAL SECTION WITH DRAINAGE STRUCTURE
NO SCALE

- c-

- DETAIL Y
- FACE PANEL

I

~

I _ _ BACK-UP PANEL

I
- L...

SECTION B-B
NO SCALE
NOTE: THE NUMBER OF BACK-UP PANELS SHALL BE DETERMINED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. BACK-UP PANELS MAY BE REJECT PANELS IF THE PANELS ~ERE REJECTED FOR COSMET I C REASONS DNL Y. COST OF CONNECTOR DEV I CE TO BE INCLUDED IN PRICE FOR SQ. METER. OF PANELS. IF THE DRAINAGE STRUCTURE IS SHO~N ON THE ~ALL PLANS, THE BACK-UP PANELS ARE INCLUDED IN THE SQ. METER. QUANT I TY FOR PANELS. I F THE ORA I NAGE STRUCTURE I S NOT SHO~N ON THE ~ALL PLANS, THE BACK-UP PANELS SHALL BE PAID FOR AT THE UNIT PRICE BID FOR SQ. METER PRECAST CONC PANELS OR AT A PRICE OF SIOO.DO PER SQ. METER, WHICHEVER IS LESS.
FIGURE 4

734

626.06

- 1505 mm
1505 mm -

f-3GB mm
"'-SOl L RE I NFORC I NG OEVI CE, TYP.
f--755 mm

-Ii. 14 mo, 0 HOLE FOR 12 mm 0 BOLT
60 mm

f--378 mm

r25 mm

f-- 759 mm

t

f-3GB mm

752 mm

1-i4-89 mm -759 mm

7 mm PL" A 709M, GR.250 GALVANIZE AFTER FABRICATION

-378 mm

CONNECTOR PLATE DETAILS
NO SCALE

DETAIL Z
NO SCALE

NOTE: DETAIL Z APPLIES TO FIGURE 3.

NOTE: OETA I L Y" APPLI ES TO FIGURE 4.

NOTE: USE APPROPR I ATE

r .... CONNECTOR PL. 7 mm X 100 mm X 4250 mm, A 709M, GR.2S0 GALVANIZE AFTER FABRICATING.

ATTACHMENT DETAIL
FOR WALL SYSTEM BID By CONTRACTOR.

-~----;.-.-ro---o"'-----l+--1I-----t-+-SEE PL ANS FOR

DIMENSIONS TO

CONN. PL. AND

REINF. DEVICE

CONNECT ION HOLES.

USE DIMENSIONS

FOR NORMAL PANEL

ATTACHMENTS.

ORA I NAGE STRUCTURE BEHI NO WALL.

DETAIL Y
NO SCALE
FIGURE 5

SOIL RE I NFORC I NG DEV I CE
o HOLE IN REINF. DEVICE
14 mm X 20 mm SLOT IN CONN. PL. FOR 12 mm 0 BOL TS.

735

626.06

/ '-'.

PIPE IN SPEC I AL BACKF lLL
~ FRONT FA
OF WALL

--

- l 1--300 mm

l;;.; I-l RE I NF. oEV I CE LENGTH AS
SHOWN ON WALL PLANS
TYPICAL SECTION
NO SCALE

,

LIMITS OF SPEC I AL BACKFI LL

I

NOTE: THIS DETAIL MAY BE USED WHERE NO DAMAGE OCCURS TO THE RE I NF. oEV I CES I N BEND I NG THEM AROUND THE PIPE.

NOTE:

FOR ANY TYPE OF METAL PIPE, STRIP SHALL BE SEPARATED FROM P J PE BY A MIN I MUM OF I SO MM OF BACKF I LL MATER! AL. RE INFo DEV! CE MAY BE PLACED IN CONTACT WITH CONCRETE PIPE.

FIGURE 6

736

632.02
SECTION 632-PORTABLE CHANGEABLE MESSAGE SIGNS
632.01 DESCRIPTION: This Work shall consist of furnishing, maintaining, transporting, and using Portable Changeable Message Signs in accordance with these Specifications at locations shown on the Plans, in the Special Provisions, or as directed by the Engineer. The Changeable Message Sign shall be an internally illuminated bulb or flip-disc matrix changeable message sign together with necessary appurtenances for continuous operation. The Changeable Message Signs and appurtenances shall remain the property of the Contractor. A Type 1 sign shall be a one line sign, a Type 2 sign shall be a two line sign and a Type 3 sign shall be a three line sign.
632.02 GENERAL: The sign shall be a portable, changeable message sign. The controller shall be mounted in a lockable, weather-proof cabinet
secured to the trailer and easily removed for service via plug-in connectors. The sign system shall consist of a one, two or three line message sign panel
assembly as specified, controller, power supply, and structural support system. The type used shall be as specified on the Plans and/or in the Proposal.
The message displayed on the signs shall be visible from 800 m and shall have a legibility of not less than 200 m during the day or night. The bulb-type sign lamps shall be protected from sun-glare by a sunscreen louvre assembly at a 20 degree tilt, or equal. .
The sign shall be capable of complete alphanumeric message selection with characters being a minimum of 425 mm high, single stroke, and proportionally spaced.
Intensity of the lamps shall be adjustable, both automatically and manually.
The signs shall be capable of displaying two or more messages sequentially. Flip-disc signs shall be equipped with at least one spare luminaire of each size used for internal illumination during nighttime operations. The flip-disc signs' internal luminaires shall not be wired in series. The flip-disc signs shall be capable of being pre-programmed to automatically change to any pre-selected default message upon failure. The bottom of the sign face shall be 2.1 m from the ground when operating. The complete message sign unit shall be designed and certified to operate in the ambient air temperature range -30C to 60C. The unit and its operation shall not be affected by mobile radio transmissions, or adverse weather conditions. The signs shall be capable of operating for 24 hours a day for up to two weeks continuously without the need for repair. The flip-disc signs shall be equipped with simple means of operating on AC current. Only sign types, models, etc., that have proven satisfactory on previous projects, or that have been approved by the offices of Traffic and Safety and/or Materials and Research, shall be used in the Work. The sign manufacturer shall provide with each sign a parts list and a list of where each part is available for purchase by the Contractor in order to keep
737

632.03

the sign in good, proper operating condition. The following are permanent messages for the sign:

1. IKEEPIRIGHTI

I

2. IKEEPILEFTI

I

3. ICAUTIONtrWO WAYITRAFFICI

4. lONE LANEIBRIDGEIAHEADI

5. /MERGINGITRAFFIC/AHEADI

6. IHEAVYITRAFFIC/AHEADI

7. ICAUTIONIBUMP/AHEADI

8. ICAUTIONILOOSEIGRAVEU

8. /PAINT/CREW/AHEADI

10. ISURVEY/PARTY/AHEADI

11. ICAUTIONIICYIBRIDGEI

12. ICAUTIONIROUGHIROADI

13. trWOIWAYITRAFFICI

14. IDOINOT/PASSI

15. ICAUTION/SOFT/SHOULDERI

16. ICAUTION/SHOULDERIDROP OFFI

17. IROADINARROWS/AHEADI

18. ICAUTIONIVEHICLES/CROSSINGI

19. ICAUTIONIDETOURIAHEADI

20. CAUTION/MERGEIAHEADI

The sign shall be capable of having at least 80 additional messages added to the above list of permanent messages and shall have the capacity to create at least 100 additional messages in the field by use of the controller.

632.03 MAINTENANCE: The units shall be kept in good repair and present a neat, clean appearance at all times. Failure, malfunction, or damage to the unit for any reason shall require the Contractor to immediately expedite the repair and furnish adequate flaggers or other approved means to provide safe means for the control of traffic until the units are put back into service. All repairs or replacement shall be made within twenty-four hours. Said maintenance shall include the periodic cleaning of the units.
632.04 CONSTRUCTION: The Contractor shall utilize to the fullest extent the Changeable Message Sign(s) whenever any potentially hazardous condition exists that would require extra emphasis in warning a driver of the situation, or at any location as directed by the Engineer. Any message used on the Changeable Message Sign(s) shall be approved by the Engineer.

A The following conditions shall require the mandatory use of the Changeable Message Sign(s):

1. In work areas when workers or equipment are required to operate within 600 mm of a travel lane without barrier protection.

2. When excavation or other construction which creates drop-off's adjacent to the edge of a travel lane and barricades are placed within the travel lane.

738

634.03
3. Where material hauling in or out of a travel lane causes a significant number of hauling vehicles to slow in traffic.
4. When traffic is delayed by stopping or pacing all lanes for short periods of time for placing bridge beams, overhead sign structures, blasting, etc.
5. Whenever divided highway traffic is required to operate as two-way traffic and traffic is not separated by a positive barrier system.
B. Changeable Message Signs shall be placed approximately 450 m upstream of the work activity or as directed by the Engineer. If a traffic backup is caused by the work activity, locate the sign approximately 450 m upstream of the end of the queue.
632.05 MEASUREMENT: Changeable Message Signs, complete with trailer and generating equipment, will be measured by the unit ofthe type specified.
632.06 PAYMENT: Changeable Message Signs, complete with all appurtenances, will be paid for at the Contract Unit Price per each. Such payment shall be full compensation for furnishing, using and maintaining the signs which shall remain the property of the Contractor.
Payment will be made under: Item No. 632. Changeable Message Sign, Portable, Type_ _ per Each
SECTION 633-MODIFICATION OF EXISTING SIGNS
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.
SECTION 634-MONUMENTS AND ROAD MARKERS
634.01 DESCRIPTION: This work shall consist of furnishing and erecting Monuments, Name Plaques-Special Design, County Line Markers, and Right of Way Markers.
634.02 MATERIALS: Concrete shall be either Class A or a mix approved by the Engineer, which provides for a minimum cement factor of 347 kg/m3 of concrete, and a compressive strength of at least 15 MPa at 7 days, using a test specimen cut from a monument or marker made using the proposed concrete design and manufacturing method. Concrete shall be reinforced, free from honeycomb with uniform surfaces, and shall meet all the applicable requirements of Section 500.
All other materials used shall be those specified on the Plans or in the Proposal.
634.03 CONSTRUCTION: The monuments and road markers shall be set in the ground to the depth shown on the Plans. The backfilling material shall be of selected earth or gravel, and shall be carefully tamped in place, so that
739

634.04

the monuments, when completed, will be stable and secure. They shall be set plumb in all directions, with a level.
Narne Plaques-Special Design shall be attached to bridge end posts as shown on the Plans.

634.04 MEASUREMENT: The quantity to be paid for under this Item will be the actual number of Monuments, Name Plaques-Special Designs, Road Markers, Right of Way Markers, and County Line Markers placed, completed and accepted.

634.05 PAYMENT: These Items will be paid for at the price bid for each, complete in place.

Payment will be made under: Item No. 634. Monuments Item No. 634. Right of Way Markers

per Each per Each

SECTION 635-BARRICADES

635.01 DESCRIPTION: This Work shall consist of furnishing, installing, and maintaining timber barricade panels of the types called for on the Plans.

635.02 MATERIALS:

Lumber Posts Preservative Treatment ofTimber Products Paint for Timber Reflective Sheeting

860.01 862.02 863.00 870.05 913.01

635.03 CONSTRUCTION: Timber Barricades shall be installed where called for on the Plans or directed by the Engineer. This device is to be used to warn and alert drivers of the terminus of a road, street or highway in a nonconstruction or non-maintenance area. The Barricade shall have three rails, with length as specified on the Plans. Marking for the Barricade rails shall be alternate Red and White stripes sloping downward at an angle of 45 degrees in the direction traffic is to pass. In the event traffic may turn right or left, the stripes shall slope downward in both directions from the center of the Barricade. The entire area of red and white stripes shall be reflectorized sheeting meeting Sub-Section 913.01. The other barricade components shall be white.
If any Barricades are damaged, defaced or otherwise rendered unfit, they shall be promptly cleaned, repaired or replaced as directed at no additional cost to the Department.

635.04 MEASUREMENT: Barricades will be measured for payment by the overall length of the Barricade, complete in place and accepted.

635.05 PAYMENT: Barricades, measured as specified above, will be paid for at the Contract unit price per linear meter of Barricade. Such payment shall be full compensation for furnishing all materials, erecting the Barricades and

740

maintaining same until final acceptance.
Payment will be made under: Item No. 635. Barricades

636.03 per Linear Meter

SECTION 636-HIGHWAY SIGNS

636.01 DESCRIPTION: This work shall consist offabricating and installing highway signs, in accordance with the details shown on the Plans, and the Manual on Uniform Traffic Control Devices.

636.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Sign Fabrication and Accessories Steel Sign Posts and Bolts (Drive Type) Galvanized Steel Structural Shape Posts Delineator Posts:
Galvanized Steel Aluminum "U" Flange Wood Flexible Aluminum Sign Blanks Extruded Aluminum Sign Panels Reflective Sheeting Silk Screen Lettering Paint.. Steel Posts and Arms for Mast Arm Assembly Guy Wires for Mast Arm Assembly Center Mount Reflector Demountable Characters with Reflective Sheeting Fittings, bolts, nuts, washers, clips, molding, etc., for panel signs shall conform to the requirements shown on the Plans. Class A concrete footings for Signs Piling Portland Cement Sign Paint, Enamel

910.00 911.01 911.02
911.04.A 911.04.B 911.04.C 911.04.D 912.01 912.02 913.01 914.01 915.01 915.02 916.01
917.01
500.00 855.03 830.00 870.04

636.03 CONSTRUCTION:

A. FINISHED SIGNS: The finished signs shall be clear cut, the lines of all letters and details true, regular and free from waviness, unevenness, furry edges or lines, and shall be free from all scaling, cracking, blistering, pitting, dents or blemishes of any kind. Only one type of demountable characters (letters, numerals, symbols and borders) will be permitted on special roadside signs on each Project.

B. ERECTION OF SIGNS: Drive type posts may either be driven in place or placed in prepared holes. Driven posts will be limited to locations where

741

636.03
the surrounding soil is firm and stable. When sandy or unstable soils are present, each drive type post shall be placed in a prepared dry hole minimum 100 mm in diameter. Whenever posts are placed in prepared holes, the holes shall be backfilled with a mixture of Portland Cement and damp clean friable soil using 8 percent by volume. The resultant mixture shall then be thoroughly tamped in place around the posts. All posts shall be erected in a vertical position to the depth and at an angle to the roadway shown on the Plans, or as directed. The minimum penetration for posts in the Coastal Plain Region shall be 1.2 m and for posts in the Piedmont and the Valley & Ridge Regions shall be 1 m when no guard rail is present. When signs are to be erected behind guard rail, minimum penetration for posts 4.2 m or less in length shall be 1 m and for posts over 4.2 m in length shall be 1.2 m.
Single plate signs with an area of 0.84 m2 or less shall be erected on one drive type post unless otherwise specified on the Plans. Single plate signs with an area over 0.84 m2 shall be erected on 2 drive type posts. Distance between the two posts shall be as required to fit the mounting holes in the sign plate.
Steel posts for Mast Arm Assemblies shall be erected in a concrete foundation in accordance with the Plans, at the place, height and angle to the roadway specified. After a minimum curing period of 24 h the signs, of the kind specified, shall be securely fastened into place on the mast arm.
The supporting members of ground mounted panel type signs shall be erected at locations shown on the Plans and/or as directed by the Engineer at the angle to the roadway specified, after which the panels shall be securely fastened into place.
Milepost Signs, including posts, shall be erected as specified on the Plans.
Delineator posts may be galvanized steel, aluminum or an alloy conforming to the requirements of Sub-Section 911.04.A OR B. The posts shall be erected at the locations shown on the Plans. Reflectors for galvanized steel or aluminum post shall be mounted on the flange side of the post.
When signs are attached to supports, bolts shall be torqued to a minimum of 27 Nm.
Overhead Panel Type Signs shall be erected on sign supports at locations shown on the Plans and/or as directed by the Engineer. The bottom of the sign shall be 450 mm above the top of the lighting fixture. The sign shall have ample bracing for mounting on the sign support so that each sign will be capable of withstanding 25 mm of ice accumulated on the entire sign and a wind pressure as shown on the Plans.
Shop drawings shall be furnished the Engineer prior to fabrication for approval of sign bracing and method of attaching to sign supports. The top of each sign shall be 3 degrees off perpendicular from the bottom of the sign with the 3 degree slant making the sign lean toward approaching traffic.
742

636.04
C. FOUNDATIONS: (For Special Roadside Signs.) The natural ground adjacent to any foundation shall not be disturbed more than necessary for constructing the footing. The Contractor shall excavate for the footings to the lines and elevations shown on the Plans or established by the Engineer, and the Contractor shall not disturb or loosen the foundation below these elevations. Forms shall be of the shape and dimensions necessary to construct the footings to the lines and elevations shown on the Plans. Concrete foundations, constructed in conformance with Section 500 and the Plan details, shall be cured a minimum of 7 days before sign erection. The minimum lengths of steel H piling used in the foundations of ground-mounting signs shall be those lengths placed and accepted and meeting the Plan penetration requirements. The Plan quantity of steel H piling is shown for estimating purposes only, and the Contractor shall be responsible for determining and providing the necessary lengths of piles. The Contractor shall furnish a list of proposed pile lengths to the Engineer, before driving the piles. A full-length pile or a built-up pile have a maximum of 2 splices which shall furnish satisfactory identification for all piles or portions thereof. When rock encountered is such that Plan penetration cannot be achieved, construction shall be in accordance with the notes and details shown on the plans. The minimum energy ratings required by Section 520 for pile hammers will be waived for the construction of ground-mounted sign supports. Jetting will not be permitted. Any backfilling required shall be placed in layers of not more than 150 mm in thickness and thoroughly compacted to the approximate density of the undisturbed soil in the area.
D. SIGN PANELS: The Contractor shall use Extruded Aluminum Panel type. The type of sign used shall meet the specification described in Sub-Section 912.02.
E. LEGENDS AND BORDERS: The legends and borders shall be in accordance with Sub-Section 917.02, Demountable Characters with Type II or Type III Reflective Sheeting.
636.04 MEASUREMENT: Highway Signs, Type 1 or Type 2, with Reflective sheeting Type I, II, III or IV as specified on the Plans to be paid for will be the actual number of square meters or portion thereof of type sign and sheeting specified, including message, furnished, placed, completed and accepted. Plan quantity will be the Pay quantity.
Extruded Aluminum Panels to be paid for shall be the actual number of square meters or portion thereof furnished, including all legend components, border material, fittings, nuts, washers, clamps, molding, etc., furnished, erected, completed and accepted.
Galvanized Steel Posts, Types 1, 2, 3, 4, 5, 6, 7, and 8 to be paid for shall be the actual number of linear meters or portion thereof of type specified, furnished erected, completed, and accepted.
743

636.05

Galvanized Steel to be paid for shall be the actual number of kilograms furnished, erected and accepted. Weights shall be computed from theoretical weights listed in the Plans for each size of post. Base plates, connections, anchors, stub post, etc., will not be measured for payment but will be considered incidental to the Item.
Delineators (Reflectorized Guide Markers) to be paid for shall be the actual number of the type specified, including posts, rivets and spacers, furnished, placed, completed and accepted.
Mast Arm Assemblies to be paid for shall be actual number furnished and erected including concrete footing, sign and post, completed and accepted.
Class A Concrete for special roadside signs, to be paid for shall be measured by the cubic meter, neat measurement. No deductions will be made for the volume of concrete displaced by steel piling, anchor bolts or posts.
Portland Cement Stabilized Material used for backfilling holes will not be measured for payment.
The quantity of steel H piling measured for payment will be the linear meter of accepted Piling in Place, (Signs), remaining in the completed work.

636.05 PAYMENT: All Highway Signs, Galvanized Steel Posts, I-Beam Posts, Delineators, Mast Arm Assemblies, Class A Concrete and Piling for signs shall be paid for at the Contract Unit Price for the various items, which payment will be full compensation for furnishing and erecting the Item complete in place in accordance with this Specification.
No separate payment will be made for piling splices, for the cost of cutting, or for the cut-off portions. Pile cut-offs will remain the property of the Contractor.
Piles eliminated due to authorized revisions will be paid for in accordance with the provisions of Sub-Section 109.06 and such piles shall become the property of the Department. Except for the above provision, no payment will be made for piles delivered to the Project which are not used in The Work.

Payment will be made under:

Item No. 636. Highway Signs, Type 1 Material, Reflective

Sheeting Type_ _, Level_ _

per Square Meter

Item No. 636. Highway Signs, Type 2 Material, Reflective

Sheeting Type_ _, Level_ _

per Square Meter

Item No. 636. Highway Signs, Aluminum Panels

per Square Meter

Item No. 636. Galvanized Steel Structural Shape Posts

per Kilogram

Item No. 636. Highway Signs, Aluminum Panels, Reflective

Sheeting, Type 2

per Square Meter

Item No. 636. Highway Signs,

Aluminum Extruded Panels

per Square Meter

Item No. 636. Highway Signs, Aluminum Extruded Panels,

Reflective Sheeting Type 2

per Square Meter

Item No. 636. Galvanized Steel Posts, Type l..

per Linear Meter

Item No. 636. Galvanized Steel Posts, Type 2

per Linear Meter

Item No. 636. Galvanized Steel post, Type 3

per Linear Meter

744

Item No. 636. Galvanized Steel post, Type 4 Item No. 636. Galvanized Steel Posts, Type 5 Item No. 636. Galvanized Steel Posts, Type 6 Item No. 636. Galvanized Steel Posts, Type 7 Item No. 636. Galvanized Steel Posts, Type 8

637.02
per Linear Meter per Linear Meter per Linear Meter per Linear Meter per Linear Meter

SECTION 637-ILLUMINATED SIGN SYSTEM
637.01 DESCRIPTION: These Specifications describe a complete Illumination System for signs. The intent of these Specifications is to secure a complete installation in accordance with the recommendations of the American Association of State Highway and Transportation Officials (AASHTO), the Illuminating Engineering Society and in accordance with standards of the National Electrical Code and applicable local ordinances.
For all temporary overhead guide sign structures, with the exception of wiresupported signs, the signs shall be lighted as soon as erected and shall remain lighted, during the hours of darkness, until the temporary sign is no longer required. All costs for temporary signs and electrical energy shall be included in the price bid for Section 150-Maintenance of Traffic, Temporary Overhead Guide Signs when shown in the proposal as a pay item. Otherwise, payment will be as shown in Sub-Section 150.09 B. The illumination shall comply with the requirements of Sub-Section 637.03.A
The Contractor performing this Work must be on the Department's list of approved electrical contractors or electrical subcontractors. The Contractor shall have a qualified electrician on the job site at all times when electrical wiring is being pulled or electrical connections are being made. The term qualified electrician shall mean one who has a Class II license, issued by the Georgia State Construction Industry Licensing Board, or one who has completed an approved four year apprenticeship training program, and has been classified as a Journeyman Electrician. The qualified electrician shall bear evidence of his classification and shall display this evidence to the Department's Engineer in charge of the Construction.
637.02 MATERIALS AND APPARATUS:
A. GENERAL REQUIREMENTS: To avoid misunderstanding and to ensure compliance with the requirements of these Specifications, prior to purchasing materials or equipment, the Contractor shall submit to the Engineer for approval a complete list of the products proposed for use, clearly showing the manufacturer's name and catalog number of each item. This submittal shall also include calculations or computer printouts for the sign illumination and uniformity values. The Contractor shall also submit voltage drop calculations for each circuit to verify that proper voltage is furnished to the sign luminaires. Where the Engineer deems necessary, alternate equipment will be required and/or a sample board required to be activated for in-service evaluation. All electrical material shall be approved by the Underwriter's Laboratory, or other acceptable testing agency. The Contractor shall be

745

637.02
responsible for providing all fittings, devices, materials, and work necessary to install the complete functional system and shall use methods that will ensure compliance with local ordinances, rules, and regulations. See Section 638-Structural Supports for Overhead Highway Signs and Section 636-Highway Signs.
B. FEES AND PERMITS: All fees and permits required by power companies or governmental agencies shall be paid by the Contractor. The Contractor shall notify the power company at least thirty (30) days prior to desiring connection to the power source.
C. POWER SUPPLY AND WIRING: Unless otherwise noted, the power supply shall be 120/240 V, three-wire, single phase, with supply point as agreed upon between the Department and the serving electric utility, which supply point in most cases will be near the right of way line near the sign location. A part of the work of the sign lighting pay unit shall include the setting of a wood pole meeting the requirements of Section 863, minimum 9 m class 5 or as shown on the Plans, near the edge of the right of way to receive the service from the utility company unless otherwise indicated. The metallic service riser with weatherhead shall be installed on the service pole along with a weatherproof housing containing a circuit breakerCs) ofthe appropriate voltage and ampere rating. When specified on the Plans, the Contractor shall also install a photoelectric control, with all necessary mounting hardware, near the top of the service pole and a lighting contactor in a weatherproof housing on the service pole. The circuit breaker and lighting contactor shall have the number of poles required to open each ungrounded conductor. Circuit breakers and lighting contactors shall have proper lugs, sized for the cable to be used. No cable strands shall be cut for attachment to circuit breakers or lighting contactors. Where required by the power company, or indicated on the Plans, the Contractor shall install an approved meter base in the service riser. The Contractor shall furnish and install an approved 650 V lightning arrester at the weatherproof enclosure and connect the arrester to the grounding system. The Contractor shall furnish an approved padlock(s) with two keys each for locking the weatherproofhousing(s). When more than one padlock is required on a project, they shall be keyed alike. The terms "cable" and "wire" are used synonymously in this Specification. All wiring on the sign framework shall be enclosed in rigid galvanized steel conduit. Liquid-tight flexible conduit shall be used in all transition areas between rigid members. There will be no splicing of cable or wire except in junction boxes. Splicing of conductors shall be performed in accordance with the National Electric Code and the splice manufacturer's recommendations and shall be subject to the approval of the Engineer. Splices shall be made only in junction boxes and pole bases unless otherwise shown on the Plans. Straight or line splices of conductors of the same size shall be made with
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637.02

tin plated copper compression tubular splices. Splices of conductors of different sizes or different terminating directions shall be made by using tin plated copper compression ring tongue terminals on each conductor then bolting them together with stainless steel or high strength silicone bonze hardware. Lock nuts, pal nuts or lock washers shall be used to
ensure the connection does not loosen. Split bolt connectors are not acceptable and shall not be used. After the Conductor splice is made, it shall be insulated with heat shrinkable tubing that has an adhesive coating on the inner wall supplied by the manufacturer. The shrink tube shall be selected so that when it is applied over the connector it has an insulation thickness equal to or greater than the insulation thickness of
the conductor used. The heat shrinkable tubing shall be UL listed and shall meet ANSI C 119.1 (latest edition) requirements for submersible and direct buried splices. When connectors are bolted together, the bolted connection shall be wrapped with cloth tape prior to applying the heat shrinkable tubing. All sharp points and edges on splices shall be padded to prevent the heat shrinkable tubing from splitting during shrinking. The shrink tubing should be positioned so that a minimum 75 mm seal length (13 mm) is established on each side of the splice after the tube is fully recovered. All spliced joints shall be watertight.
Cable and wire shall be of sufficient size to safely carry the capacity intended and to prevent the voltage drop, from the service point to the farthest light, exceeding 5 percent. If the cable size is not specified on the Plans, the Contractor shall determine the safe sizes after a careful study of the Plans and Specifications. The neutral/ground wire shall have white insulation or be marked with strips of white tape at each access point. Wire and cable sizes as indicated below are for copper. Aluminum wire is not acceptable unless otherwise noted on the Plans. All cable installed underground shall have 600 V, type RHH/RHW/uSE, 75C insulation. Cable installed on the sign structure and connected to the luminaires shall have 600 V, type RHH, XHHW, or THHN, 90C insulation.
Acceptable copper cable and wire sizes (commercial) are as follows:

No. 2/0 AWG

19 strand

No. 1/0 AWG

19 strand

No. 2 AWG

7 strand

No. 4 AWG

7 strand

No. 6 AWG

7 strand

Smaller wire sizes, No. 10 AWG minimum, may be used on the sign structure provided it is adequately protected with fuses inside the handhole of the structural support. The fuse rating shall be the same as the ampere rating of the wire, such as 30 A for No. 10 AWG wire. A waterproof boot, furnished by the fuseholder manufacturer, shall be installed over each end of the fuseholder. The wire size shall never be reduced to a size which would result in it carrying more than 80 per cent of

747

637.02
its rated amperage. If the number of luminaires on the sign structure is too many for No. 10 AWG wire, two separate circuits may be run from the base of the structural support to the luminaires. Each of these separate circuits shall be fused at the handhole of the sign structure.
The Contractor shall include an approved 650 V lightning arrester inside the handhole of each structural support for Illuminated Signs.
The Contractor shall install in-the-line fuses in each ungrounded conductor inside the handhole of each structural support for Illuminated Signs.
The Contractor shall notify the power company at least thirty (30) days prior to desiring connection to the power source.
D. POWER CONTROL: When noted on the Plans, the Contractor shall furnish and install a lighting contactor, a photoelectric control complete with receptacle and all accessories. The photoelectric control shall be mounted near the top of the service pole and directed to allow exposure to the NORTH sky. The control shall provide ON operation as indicated under Sub-Section 637.02.K., Photoelectric Controls. The photoelectric control shall operate the lighting contactor which in turn shall supply power to the lighting circuit. If the supply voltage is other than 120/240 V, the Contractor shall furnish and install a transformer in a weatherproof enclosure for providing 120 V control voltage. The circuit breaker, lighting contactor, and transformer, if required, shall all be mounted in NEMA-3R lockable weatherproof cabinet(s) located on the service pole so as to be accessible from the ground. All wiring to and from the photoelectric control shall be enclosed in rigid galvanized conduit.
E. GROUNDING RODS: Grounding rods shall be installed adjacent to each structural support foundation, where the supply voltage enters, and adjacent to the service pole. The sign framework and all metallic, non-current carrying materials in the lighting system shall be solidly connected to the grounding conductor. The neutral/grounding conductor shall be continuous and shall be connected to the luminaire housing, the ground rod at each structural support and to the ground rod at the service pole. Ground rods shall be 16 mm diameter (1.6 mm) and shall be 2.4 m in length unless otherwise specified on the Plans. Ground rods shall be galvanized steel. The galvanization shall have a minimum coating of 610 g/m2 in accordance with the requirements of ASTMA153. Single ground rods shall be driven vertically until the top of the rod is at least 300 mm below the finished ground. A length of No.6 AWG, bare solid, soft drawn or medium hard drawn, copper ground wire shall be attached to the ground rod with suitable round rod clamps and connected to the grounding point on the structural support. When sufficient penetration cannot be obtained in the above manner, a ground rod system consisting of three parallel ground rods shall be placed a minimum of 1.8 m center-to-center in a horizontal pattern, and at least 300 mm below the finished ground. These rods shall be joined and connected to the grounding point on the structural support with No.6 AWG, bare solid, soft drawn or medium hard drawn, copper ground wire and suitable ground rod clamps.
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637.02
F. CONDUIT, BOXES, FITTINGS, CIRCUIT BREAKERS, FUSES, WIRING AND SUPPORTS: Conduit, boxes, fittings, circuit breakers, fuses, wiring supports, and all accessories required to complete the work for each circuit are to be furnished and installed as required by the National Electrical Code.
G. CONDUIT: Conduit shall bear evidence of approval by Underwriters' Laboratories, Inc.
1. RIGID STEEL CONDUIT: Rigid steel conduit, including elbows and couplings, shall conform to American National Standards Institute Specification C 80.1. In addition, rigid steel conduit shall be protected by a uniform metallic zinc coating on both the exterior and the interior surfaces. The conduit and coupling shall have a minimum galvanization of 380 g/m2 (total of both surfaces). The weight of the zinc coating shall be determined in accordance with ASTM A 90; or, if the Engineer so elects, the thickness of the zinc coating may be determined by the use of a magnetic or electromagnetic thickness gage.
2. NONMETALLIC CONDUIT: Unless otherwise noted, nonmetallic conduit shall be Type II, Schedule 40 (Heavy Wall) Polyvinyl-Chloride (unplasticized) conforming to Sub-Section 923.03.
3. FLEXIBLE CONDUIT: Flexible conduit shall consist of a galvanized steel core and a polyvinyl chloride cover. It shall contain a continuous copper ground and be liquid tight.
H. CIRCUIT BREAKERS: Circuit Breakers shall be thermal magnetic molded case, quick-make and quick-break type. Breakers shall be over-thecenter, toggle operating type with the handle going to a position between "ON" and "OFF" to indicate automatic tripping. All multi-pole breakers shall be single handle and common trip type. No multi-pole breaker shall have a voltage rating less than 240 V from line to ground. Breakers shall also be bolt-on type with industrial rating and a minimum interrupting capacity of 10 000 RMS symmetrical amperes. Breakers shall have lugs large enough to accommodate the cable to be used. Circuit breakers shall be enclosed in a lockable, weatherproof enclosure.
I. FUSES AND FUSEHOLDERS: Fuses shall be of the appropriate ampere rating and have a voltage rating satisfactory for the operating voltage. Fuseholders shall be of the in-the-line type and waterproof. The fuseholder shall be constructed and installed in such a manner as to retain the fuse on the load side if disconnected or broken apart. A waterproof boot, furnished by the fuseholder manufacturer, shall be installed over each end of the fuseholder.
J. LIGHTING ARRESTERS: Unless otherwise specified, lightning arresters shall be of the metal oxide varistor type, rated 650 V and the number of poles as required. A pole shall be provided for each ungrounded leg of the service voltage. The arrester shall be housed in a watertight housing and the lead entrance into the housing shall be encapsulated or sealed. An
749

637.02
approved sealing method, for units which are not factory sealed, is to apply silicone caulk to the lead entrance and then install heat shrinkable tubing, with precoated sealant on the interior surface, over the lead entrance.
K PHOTOELECTRIC CONTROLS: Photoelectric controls shall have a factory setting for turn-on at 16.1 Ix ambient light level. There shall be a suitable differential between turn-on and turn-off levels to prevent cycling at critical levels. The control shall operate on a supply voltage of 105-130 V, 50160 Hz, AC with an in rush rating of 120 A at 120 V and a lamp load rating of 1000 W for incandescent and 1800 V amperes for mercury vapor and fluorescent. The control shall contain built in surge and lightning protection. Rated life at full load shall be a minimum of 5000 on-off operations. Relay contacts shall be single-pole, single-throw (SPST), normally closed (NC). Dielectric strength shall be 5000 V minimum between any current carrying part and metal mounting surface. The control shall satisfactorily withstand an ambient temperature range of -54oC to 700C and shall be moisture proof The housing shall be approximately 57 mm high with a base diameter of not more than 83 mm. The chassis shall be molded phenolic with three (3) locking type blades and neoprene gasket conforming to EEIINEMA publications. An approved receptacle shall be provided for mounting the photoelectric control.
L. LIGHTING CONTROL: Lighting contactors shall be specifically designed for use on tungsten and ballast (fluorescent and high intensity discharge) lamp loads without derating. The contactor shall have the number of poles required to open each ungrounded conductor. The contactor shall have lugs large enough to accommodate the cable to be used. The contactor shall be enclosed in a lockable, weatherproof enclosure.
M. PULL AND JUNCTION BOXES: Pull and junction boxes installed in the ground shall be constructed in accordance with the design, dimensions, and at the locations shown on the Plans, or shall be of a type approved by the Engineer. Concrete boxes shall be constructed of Class A Concrete meeting the requirements of Section 500, including precast concrete boxes. Manufactured units will be permitted when determined by the Engineer to be equal in design, quality, and structural strength. Cast iron, steel, or reinforced concrete covers as shown on the Plans shall be provided for each pull or junction box. A drainage system shall be provided for each ground mounted box to assure that no water will accumulate inside the box. Cast iron or steel covers used on electrical junction boxes or pull boxes shall be grounded as required by NEC Section 370-18(c) in conjunction with NEC Section 250-42. Pull and junction boxes mounted on bridges and the sign structure shall be waterproof, galvanized steel, stainless steel, or cast aluminum shall conform to the requirements of the National Electrical Code. Conduit entrance holes in pull or junction boxes shall be sealed around the conduit in a manner acceptable to the Engineer. Unused entrance holes and openings for conduit to be extended by others shall be blanked off with suitable plugs of plastic, bituminous fiber or other approved material to prevent the entrance offoreign matter.
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637.03
637.03 EXTERNALLY ILLUMINATED SIGNS:
A. GENERAL SPECIFICATIONS: The lighting system shall provide a minimum of 320 lx, average maintained, at 150C ambient temperature, on the face of the signs, with a uniformity ratio (average/minimum) of no more than 3.5:1. The sign shall be tilted 3 degrees off perpendicular toward the pavement. The basis of acceptance of the luminous intensity will be made by the Department with a lux meter, which is color and cosine corrected. Measurements will be made at random points with the meter placed flat against the surface of the sign with the light cell parallel to the face of the sign. In calculating the maintained lux values, depreciation factors of 0.75
for the luminaire and 0.70 for the lamp (combined value =0.525) shall be
used in order to provide a minimum of 320 Ix average maintained during the service life of the system.
B. LUMINAIRES AND LAMPS: Unless otherwise specified luminaires shall be 400 W mercury with H 33-GL-400/DX lamps, with box type configuration and provisions for mounting on horizontalluminaire support channels. The luminaire shall contain an integral regulator ballast and a prewired terminal board for connecting the supply voltage. The luminaire shall contain conduit openings on each side for through wiring. The housing shall be raintight and made of aluminum with baked-on enamel finish. All hardware shall be non-corrosive. Seals or gaskets shall be provided at all critical points to form a weather-tight, breathing seal. The luminaire shall include a porcelain enclosed mogul socket, with spring loaded center contact and lamp grips, attached in a manner that will assure proper positioning of the lamp. The luminaire shall also include a lamp support on the end opposite from the socket to prevent lamp breakage due to vibration. The unit shall include a highly polished anodic surfaced aluminum reflector and a removable, stippled, heat and shock tempered glass refractor. The luminaire shall include an integral hinge system for the door which will allow removal of the door only at a specified position. The unit shall also include a detachable locking brace to hold the door open during maintenance operations. It shall also include a heavy duty spring loaded latch on front of the luminaire which will produce a watertight seal between the door and housing when in the closed position. Luminaires shall be mounted so that the top of the luminaire shall be a minimum 450 mm below the bottom edge of the sign and at such horizontal distance as is required to provide uniform illumination. Longitudinal separation of luminaires shall be as directed by the luminaire design. The luminaires shall extend within 600 mm of the outside edge of the sign in each direction. Luminaires and conduit runs shall be supported by a framework of aluminum, or hot dip galvanized steel channel solidly fastened to the structural support with galvanized steel or aluminum clamps. No holes shall be driven into the structure. Luminaire support framework shall be
751

637.04
designed to withstand 25 mm of ice accumulated on the entire framework and wind pressure as shown on the Plans.
Luminaires shall be accessible from the maintenance walkway for maintenance and lamp replacement.
Lamps shall be 400 W deluxe white mercury vapor. All lamps shall have 24 000 h rated life at 10 h per start.
C. BALLASTS: Unless otherwise specified, ballasts for High Intensity Discharge (H.LD.) or fluorescent lamps shall be integral with the luminaire housing or in a separate weatherproof housing attached to the luminaire housing. Ballasts shall be for use on multiple circuits, unless otherwise specified, and for operation at voltages shown on the Plans. Ballast shall be regulator type and shall provide rated lamp watts to the lamp through a range in primary voltage of 10 percent. Ballasts shall be of the high power factor type, with a power factor of not less than 0.90 and shall provide sufficient open circuit voltage to start lamps at a temperature as low as -290 C. Ballasts for external or cabinet mounting shall be enclosed in an epoxy encapsulated covering.
D. LIGHT SHIELD: There shall be a light shield plate made of 2.54 mm thickness, B-209 Alloy 6061-T6, Aluminum Sheet, 300 mm wide and the combined length of all signs. The shield shall be erected below the signs at the elevation as required to eliminate glare from the luminaires to motorists traveling in the opposite direction from the face of the sign. The shield shall be mounted to the catwalk supports with "U" clamps in accordance with Section 91l.
637.04 TESTING AND ACCEPTANCE: Each lighting circuit shall be completed and energized as early as practicable. Prior to beginning the testing period, the Contractor shall furnish an electrician with a megger, voltmeter, and ammeter to perform the following tests in the presence of the Department's Inspector(s) for each lighting circuit.
A Prior to connecting the phase conductors to the source breaker the sign structure or lighting standard wiring and lightning arresters, megger the circuit conductors to assure that the phase conductors are free from grounds. Systems of 480 V shall be tested at 1000 V dc. Systems less than 480 V shall be tested at 500 V dc. The minimum acceptable reading shall be one megohm after the test voltage has been applied for 10 min.
E. Prior to turning the circuit breaker on at the service point, measure the service voltage between the phase conductors and between each phase conductor and the neutral or ground. If the proper voltage is observed then turn the circuit breaker on, wait 10 min for the luminaires to warm up and then repeat the above voltage measurements.
C. After the circuit has been energized for a minimum of 10 min, measure the load current in each phase conductor and the neutral at the service point. The current in the phase conductors should be balanced and there should be no current in the neutral.
752

637.06

All test data shall be recorded and made a part of the project records. Final acceptance of the lighting system will be withheld for a testing period of 30 days of continuous nightly automatic operation after completion of the lighting work or until all other items in the Contract (except grassing) have been accepted, whichever occurs later. Any portion of this testing period which occurs after final acceptance of the other work will not be charged against the Contract Time. Any defects in material or workmanship which occur during this 30 day period of continuous nightly automatic operation and until the Project is accepted, whichever occurs later, shall be corrected at the Contractor's expense. If defects are identified during the 30 day test it shall continue until 30 days of uninterrupted continuous nightly automatic operation is achieved. The Contractor shall be held responsible for the energy cost of each circuit or part thereof during this test period. The cost of energy consumed after the successful completion of the 30 day test period will be borne by others. After the testing period and at the time of Final Acceptance, the Contractor shall again furnish an electrician with a voltmeter and ammeter to perform the following tests, in the presence of the Department's Inspector(s), for each lighting circuit. After the circuit has been energized for a minimum of 10 min, measure the service voltage between the phase conductors and between each phase conductor and the neutral or ground at the service point. If the proper voltage is observed then measure the load current in each phase conductor and the neutral. The current in the phase conductors should be balanced and there should be no current in the neutral. This test data shall also be recorded and made a part of the project records.

637.05 METHOD OF PAYMENT: Each Illuminated Sign System completed and accepted at the location specified will be measured for payment on a lump sum basis.

637.06 BASIS OF PAYMENT: Each Illuminated Sign System measured for payment will be paid for at the Lump Sum Price bid for each system, which price and payment shall be full compensation for furnishing and installing each complete and functional system including designs when furnished by the Contractor, drawings, all electrical apparatus and wiring specified, required excavation, backfill, and concrete for conduits, and for all other materials, labor, equipment, and incidentals necessary to complete the Item.
Structural Supports for Overhead Highway Signs will be erected and paid for separately in accordance with Section 638. Signs will be paid for in accordance with Section 636.

Payment will be made under: Item No. 637
per Lump Sum

.Illuminated Sign System-Sta._ _

753

638.01
SECTION 638-STRUCTURAL SUPPORTS FOR OVERHEAD SIGNS
638.01 DESCRIPTION: This Item covers Supports for Overhead Signs, including walkways, footings, foundations and redressing and regrassing where required in accordance with the applicable portions of Section 700; but exclusive of signs and illumination systems.
638.02 APPLICABLE SPECIFICATIONS: Current edition of "Standard Specifications for Structural Supports for
Highway Signs, Luminaires and Traffic Signals," AASHTO. Overhead Signs shall be supported by one of eight different categories of
structures classed and defined generally as follows: TYPE I, BRIDGE: A horizontal structure spanning the roadway and
supported at each end by columns. TYPE II, CANTILEVER: A horizontal structure supported at one end by a
single column. TYPE III, BUTTERFLY: A horizontal structure extending in opposite
directions from a single column support. TYPE IV, COMBINATION: A horizontal structure having two supports,
only one of which is at one end of the structure. TYPE V, CANTILEVER: A single rigid tube type horizontal arm supported
at one end by a single tubular support pole. TYPE VI, BRIDGE: A single rigid tube type horizontal structure supported
at both ends by single tubular support poles. TYPE V AND VI are for non-illuminated flat sheet aluminum signs
without maintenance walkways. TYPE VII, BRIDGE MOUNTED: A structural frame attached to a grade
separation structure. TYPE VIII, BUTTERFLY: A rigid tube type horizontal structure
extending in opposite directions from a single tubular support pole.
638.03 FOOTINGS: Footings may be designed as spread footings with an allowable soil bearing pressure of 144 kPa. Any other footing will require a soil investigation and report submitted by the Contractor along with drawings and calculations. The allowable stress shall be increased for Group Loading as given in Sub-Section 638.02. Gust factor shall be disregarded.
Factor of safety in overturning shall be 1.15. Unless so shown on the plans, top of each footing shall extend a minimum of 100 mm above ground elevation. Footings shall be so located as to miss all present underground installations and known future installations.
One footing shall have a minimum of two 50 mm rigid, galvanized steel conduits stubbed up 150 mm into the riser and capped at a distance of 1 m outside of the foundation at a minimum elevation of 450 mm below ground level for connecting to the underground power feed or for future use.
638.04 DESIGN DRAWINGS AND CALCULATIONS: The Contractor shall initially furnish three prints of detail drawings of the proposed structure, including footings. The Contractor shall also furnish three copies of
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638.05
coordinated design calculations for the structure and footings. Cantilever (Type II) and Butterfly (Type III) sign supports shall be designed for 150 percent of the design sign area shown on the clearance diagram. All other sign supports shall be designed for 100 percent of the design sign area shown on the clearance diagram. The drawings shall show all dimensions, sizes of members and material designations of the structure and of all appurtenances for attaching the sign.
The drawings shall also show lane delineation of the roadway under the structure and the required maintenance walkway.
The maintenance walkway shall extend beyond the travel lanes so that the walkway may be accessed from the shoulders. Maintenance walkways shall be shown on both sides of overhead signs where required by the Office of Traffic Operations.
The Drawings shall be so complete as to permit procurement of replacement for any or all parts ofthe complete assembly. Detail drawings and design calculations will be checked by the Engineer, and a Work Order will be issued after this check reveals the proposed structure is in accordance with the Plans and these Specifications. After the Detail Drawings are approved, the Contractor will be required to furnish five additional sets of prints to the Bridge Engineer. Structures shall be designed to use interchangeable components wherever feasible without significant overdesigning.
638.05 MATERIALS: All materials shall meet the requirements of the applicable Specifications, and none shall be used until they have been approved by the Office of Materials and Research.
The Contractor shall furnish one legible, reproducible copy of certified Mill Test Reports covering steel and aluminum. These Reports shall include chemical analysis and physical test results. When physical characteristics are enhanced by cold working, the Contractor shall also furnish test reports from a recognized independent laboratory indicating that yield strengths through the welded area are not less than the guaranteed minimum yield strength.
A. ALUMINUM STRUCTURES: Materials for aluminum structures shall comply with the applicable Specifications as noted in Sub-Section 638.02.
B. STEEL STRUCTURES: Materials for steel structures shall be structural carbon steel or structural low alloy steel meeting the requirements of Division I, Section 10, of the AASHTO Standard Specifications for Highway Bridges. Steel pipe shall be in accordance with ASTM: A53 Grade B, or approval equal. Other alloys of steel may be accepted provided the maximum unit stresses do not exceed 55 percent of the minimum yield strength ofthe material. Bolts, Nuts and Washers shall conform to Section 852.
C. SHOE BASES: Shoe bases, where used, shall be of the same material as the post or column and shall be as recommended by the post or structure manufacturer for the purpose intended. They shall be double welded to the post by currently certified welders, using approved methods, or attached by other methods to be approved by the Engineer. No field welding on any part of the structural assembly will be permitted.
755

638.06
D. ANCHOR BOLTS: Anchor bolts for attaching shoe bases to concrete shall be hot rolled steel rods of the proper length, area and perimeter to transfer loads to the concrete footing. The transfer of loads to the footing may also be accomplished by mechanical means. Anchor bolts, nuts and washers shall meet the requirements of AASHTO: M 314, Grade 55. Supplementary requirement S 1 of AASHTO: M 314 shall apply. Grade 105 will not be allowed. For Type II Cantilever and Type III Butterfly supports the minimum number of anchor Bolts shall be eight. Anchor bolts and any mechanical devices shall extend at least 300 mm into concrete footing. Anchor bolts shall be installed with the use of a leveling nut with a flat washer between the leveling nut and the base plate. A flat washer shall be placed on top of the base plate then a lock washer on top of the flat washer and then the securing nut. The space between the shoe base and the top of the footing shall be fully grouted with the use of non shrink grout. Threaded ends of anchor bolts, hexagonal nuts, flat washers and lock washers shall be galvanized in accordance with ASTM A 153 and Plan details. Anchor bolts shall be a minimum of 38 mm in diameter. Anchor bolts shall be installed with the use of a template.
E. CONCRETE FOUNDATIONS: Concrete for overhead sign structure foundations shall be Class "A" in accordance with Section 500, and reinforcement steel shall be in accordance with Section 511.
F. Silicone caulking compound for coating surfaces in contact with masonry shall conform to the requirements of Sub-Section 833.06, Type A.
638.06 FABRICATION:
A. GENERAL: Fabrication of overhead sign supports shall be in accordance with dimensions shown on Plans and approved Shop Drawings. All support structures shall be fabricated in a plant owned and operated by the Contractor or a Fabricator sufficiently experienced to manufacture structures in accordance with these Specifications. The Contractor shall furnish the Department the name and address of the Fabricator before fabrication is started and, if requested by the Department, evidence shall be furnished as to the Fabricator's qualifications and experience.
B. GENERAL DETAILS: Supports for overhead signs may be of aluminum or of steel galvanized after fabrication. Connections may be welded, bolted, riveted or fastened by other means, provided the method of connecting assures adequate strength and does not distract from the aesthetics of the structure. Welded splicing of structural members will not be allowed. Columns, chord, and struts shall be fabricated from one piece of material by the use of one longitudinal seam weld. Bolted splicing of the truss chords of bridge and cantilever structures will be allowed if shown on approved shop drawings. All cantilever truss chords shall be braced by the use of struts. All tubular structures shall have electrical outlets provided on a front
756

638.06
chord member and shall have hand holes near the base of vertical supports. Other type structures shall locate provisions of conduit and wiring away from traffic and the view of the traveling public in an unobtrusive location. Poor aesthetic treatment or inadequate provisions for the protection of the wiring shall be cause for rejection of the type of structure.
One footing shall have a minimum of two 50 mm rigid, galvanized steel conduits stubbed up 150 mm into the riser and capped at a distance of 1 m outside the foundation at a minimum elevation of 450 mm below ground level for connecting to the underground power feed or for future use.
Maintenance walkways shall be provided in front of the lower front chord when called for on Plans. These walkways shall have a railing along the front side which can be folded, when not in use, to an inconspicuous position.
Maintenance walkways shall extend a minimum of 300 mm outside of the edge of all overhead existing or proposed signs where applicable, but in no case less than 50 mm outside of the right edge of paving, or as directed by the Engineer. No part of the walkways shall be located higher than the lowest part of any sign to be supported by the structure. The walkways shall be continuous from end to end.
Brackets shall be provided for mounting signs and light shields of the types to be supported by the structures. These brackets shall be adjustable to permit mounting the sign faces at any angle between a vertical position and three degrees from vertical. This three degree angle shall be obtained by rotating the front top edge of the signs downward toward approaching traffic. All brackets shall be of lengths equal to the heights of the signs being supported.
C. WELDING: Welding of steel structures shall be in accordance with the latest AASHTOIAWS Bridge Welding Code. Welding of aluminum structures shall be in accordance with SubSection 638.02.A
D. WELDING, FABRICATION AND TESTING: All welding shall be done in the shop by qualified welders. Components shall be fabricated in a jig or fixture so constructed as to prevent distortion during and after welding and to ensure exact alignment at the time of erection. Welding shall be carefully checked by visual and non-destructive inspection of all welds, and may be checked by destructive testing of weld samples fabricated during the progress of welding, or by other methods approved by the Engineer. Sufficient testing of weld samples shall be made to verify the reliability of production welding.
E. GALVANIZING: After fabrication, all components of steel structures, including clamps and brackets, shall be thoroughly cleaned and galvanized by the hot-dip process in accordance with ASTM: A123. Interior and exterior surfaces ofhollow sections shall receive this galvanizing treatment. The structural support attached to a Grade Separation Structure shall be galvanized, except where the support is attached to weathering steel;
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638.07
then the support shall be painted with an approved paint system, to match the color of the weathering steel, or fabricated of ASTM A 709 M 345W steel.
638.07 CONSTRUCTION:
A. PROTECTION OF METAL: During shipment and handling, all metal components shall be protected to prevent bending and to prevent damage to galvanized coating. Galvanized steel components shall be handled with rope slings, or alternate methods approved prior to use by the Office of Materials and Research. The use of metal slings, chains, or hooks will not be permitted on galvanized surfaces. Minor damage to galvanizing, as determined by the Engineer, may be repaired in accordance with Section 645. Extensive damage to galvanizing will be cause for rejection.
B. FOUNDATIONS: For construction methods, reference is made to Sections 207, 500 and 511 of the Standard Specifications. All edges of foundation shafts shall be chamfered 19 mm. Foundation shafts shall have a rubbed finish to a distance of 150 mm below ground lines unless otherwise directed.
C. ERECTION: In the erection or modification of sign Support Structures, all high strength bolts and nuts used in the structure shall be installed in accordance with Sub-Section 501.04.C. Bolted Connections Using High Tensile Strength Bolts. Bolts and nuts shall not be reused after once being tightened.
D. Sign Supports attached to Grade Separation Structures shall, where possible, be attached exclusively to the bridge concrete. The attachment to the bridge concrete shall be done in a positive manner. The use of slug ins will not be permitted. The connections shall be bolted through the concrete with the use of back up plates. The connection shall be made so as to not provide a snag to traffic. No Field Welding will be allowed to attach connections to bridge beams or girders. All field connections for sign supports shall be made using ASTM A-325 M high strength bolts in accordance with Sub-Section 501.04.C of the Standard Specifications. When bolting to ASTM A 709 M345 W steel, high strength bolts, nuts, and washers shall be made from a steel which meets the mechanical properties of ASTM A-325 M and has weathering characteristics comparable and compatible to ASTM A 709 M 345 W steel. If sign support is attached to bridge beam, additional bracing will be required between the exterior beam and the first interior beam. Surfaces of aluminum in contact with concrete shall be coated with silicone caulking compound. Silicone caulking compound shall conform to Sub-Section 833.06, Type A. Surfaces of aluminum in contact with other metals shall be separated with neoprene or other insulating materials approved by the Engineer.
E. GROUNDING: Ground rods shall be installed adjacent to the structural support foundation, where the supply voltage is intended to enter. The sign framework and all metallic, non-current carrying materials shall be solidly connected to the grounding conductor. Ground rods shall be 16 mm
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638.09

diameter (1.6 mm) and shall be 2.4 m in length unless otherwise specified on the Plans. Ground rods shall be galvanized steel. The galvanization shall have a minimum coating of 610 g/m2 in accordance with the requirements of ASTM: A-153.
Single ground rods shall be driven vertically until the top of the rod is at least 300 mm below the finished ground. A length of NO.6 AWG bare copper, seven strand wire shall be attached to the ground rod with suitable ground rod clamps and connected to the grounding point on the structural support. When sufficient penetration cannot be obtained in the above manner, a ground rod system consisting of three parallel ground rods shall be placed a minimum of 1.8 m center-to-center in a horizontal pattern, and at least 300 mm below the finished ground. These rods shall be joined and connected to the grounding point on the structural support with NO. 6 AWG bare copper seven strand wire and suitable ground rod clamps.

638.08 MEASUREMENT: The quantity measured for payment shall be each structure of the type and at the location specified, complete and accepted, including design, drawings, concrete foundations-except for all foundations included in concrete barriers-excavation, backfill, redressing and regrassing, when required, and walkways, where specified, but exclusive of signs, lighting and guardrail.

638.09 PAYMENT: This Item, measured for payment in accordance with SubSection 638.08 for each Structural Support for Overhead Highway Signs will be paid for at the Lump Sum Contract Unit Price Bid for Structure complete.

Payment will be made under: Item No. 638. Structural Support for Overhead Highway Sign. Type I-Sta._ _ Item No. 638. Structural Support for Overhead Highway Sign. Type II-Sta._ _ Item No. 638. Structural Support for Overhead Highway Sign. Type III-Sta._ _ Item No. 638. Structural Support for Overhead Highway Sign. Type IV-Sta._ _ Item No. 638. Structural Support for Overhead Highway Sign. Type V-Sta.__ Item No. 638. Structural Support for Overhead Highway Sign. Type VI-Sta._ _ Item No. 638. Structural Support for Overhead Highway Sign. Type VII-Sta._ _ Sign No._ _
Item No. 638. Structural Support for Overhead Highway Sign. Type VIII-Sta._ _ Sign No._ _

LumpSum LumpSum LumpSum Lump Sum Lump Sum Lump Sum Lump Sum Lump Sum

759

639.01

SECTION 639-STRAIN POLES FOR OVERHEAD SIGN AND SIGNAL ASSEMBLIES

639.01 DESCRIPTION: This Work shall consist of furnishing and erecting Overhead Sign and Signal Support Strain Poles and Steel Wire Strand Cable in accordance with this Specification and Plans details.
All of the Concrete or Steel Strain Poles at anyone location within the Project shall be of the same material unless a particular Type is designated on the Plans for that location.
Timber Strain Poles shall be used only where designated on the Plans.

639.02 MATERIALS: The materials shall meet the requirements of the following:

Class "A" Concrete Class "B" Concrete Class "AAA" Concrete Steel Wire Strand Cable Timber Poles 861.02
Seasoning and Preservative Treatment Guys and Anchors

500 500 500 915.02
863.01 Per Plans

A. STEEL STRAIN POLES: The shafts for Steel Strain Poles shall be

fabricated of steel confo'rming to one or more of the following

Specifications:

'

ASTM-A 242 M, A 375, A 709 M, GR345 W or A 595; AlSI 1015 or

1020 or SAE: 1015. All steels shall be weldable with no significant change

in characteristics or strength loss due to welding.

The shaft, of appropriate shape shall be of continuous taper and,

unless otherwise specified, shall be constructed of corrosion resistant steel;

to the dimension required for the specified Classification Type; formed

from one piece with one electrically welded longitudinal joint; and with no

intermediate horizontal joints.

The Pole shall have a mill certified minimum yield strength of 331

MPa. After forming and welding, the shaft may be longitudinally cold

rolled under sufficient pressure to flatten the shaft to conform to the

required yield strength. For Type IV steel strain poles, minimum wall

thickness shall be 6 mm.

For traffic signal strain poles, a handhole assembly, curved on the

front to follow the contour of the pole, shall be welded into the shaft near

the base. The handhole reinforcing frame shall have a tapped hole to

accommodate the grounding lug and the cover shall be secured to the

frame by at least two screws. The shaft for these poles shall have a j-hook

wire support welded inside near the top. In the event an overhead power

source is shown, a clamp and clevis device shall be used to connect the wire

to the pole and a weatherproof wire inlet shall be provided close to the

attachment. All other wiring to and from controllers, etc., shall be

concealed within the pole. For Traffic Signal Strain Poles with controller

760

639.02
cabinets mounted thereon, a 50 mm half coupling wire inlet shall be provided for mounting the controller cabinet on the designated pole. When cable enters the wire inlets at the top of the traffic signal strain poles, the entrance shall be neat in design and appearance. The use ofjunction boxes at the top of poles to facilitate cable entrances is not desirable.
1. GROUNDING: A 13 mm approved grounding connector shall be provided in the shaft. The top of the shaft shall be equipped with a removable cap held securely in place. The shaft shall be hotdipped galvanized in accordance with ASTM: A 123 unless otherwise specified.
2. BASE: A one piece cast steel base or one piece flat plate base meeting the requirements of ASTM: A 27 M, Grade 450-250 or A 36 M, as required, shall be secured to the lower end of the shaft. The base, after welding, shall develop the full strength of the adjacent shaft section to resist bending action. The base shall be attached to the concrete foundation with four (4) bolts in accordance with Sub-Section 639.02.A.3. Four removable cast or pressed steel ornamental covers shall be provided with each base and attached to the base by suitable means.
3. ANCHOR BOLTS: Each Pole shall be furnished with four (4) anchor bolts of the size required by the manufacturer's shop drawings. The anchor bolts shall meet the requirements of Sub-Section 852.02. The threaded portions shall be galvanized in accordance with ASTM: A 153 and Plan details.
B. PRESTRESSED CONCRETE STRAIN POLES: The shafts shall be in accordance with Sub-Section 865.03 except that the Poles shall be given a steel trowel finish on the unformed side plus any required pointing to eliminate air and water holes left by the steel forms. Class "AAA" concrete is required. The identifying class and height of Pole shall be applied by a marking tool or cast with a die in the front face of the Pole so as to produce letters and numbers at least 50 mm both height and width.
C. MISCELLANEOUS HARDWARE: For both Steel and Concrete Strain Poles hardware shall be as follows:
1. Steel materials required for fabrication of other structural components shall be of a weldable quality conforming physically and chemically to the applicable ASTM specification.
2. NUTS, BOLTS, AND SCREWS:
a. Less than 13 mm diameter shall be passivated stainless steel meeting the requirements of AlSI 300, commercial grade.
b. 13 mm diameter and larger may conform to any ASTM physical and chemical qualifications which will ensure strength commensurate with the parts being connected. This hardware shall be galvanized in accordance with ASTM: A 153.
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639.03
3. Ground Rods shall be 16 mm in diameter ( 1.6 mm), 2.4 m in length unless otherwise specified, and made of galvanized steel. Galvanizing shall have a minimum coating of 610 g/m2 in accordance with ASTM: A 153.
639.03 DESIGN: For Steel and Prestressed Concrete Strain Poles, drawings and other data indicating the Pole dimensions and design shall be prepared by the Contractor and submitted to the Bridge Engineer for approval prior to beginning construction.
The total deflection of strain poles due to the dead load plus the live load shall be equal to or less than 2.5 percent of the pole height measured from the ground line to the point at which the load is applied.
639.04 CONSTRUCTION:
A. TIMBER POLES: The diameter and depth of the excavated hole and the erection of the Pole to an "out of plumb" position with its base resting on the bottom of the hole shall be in accordance with Plan details. The Pole shall be held in its "out of plumb" position until the cavity around the Pole is filled with Class "B" or better concrete and allowed to set and cure for at least 7 days before tension is applied to the Pole.
B. STEEL POLES: Construction for steel poles shall be the same as for Timber Poles as described in Sub-Section 639.04.A.
C. PRESTRESSED CONCRETE POLES:
1. Holes for Concrete Strain Poles may be drilled or dug. Dug holes shall be square. The natural ground adjacent to any foundation shall not be disturbed more than necessary in order to construct the foundation. The Contractor shall excavate to the lines and elevations shown on the Plans or established by the Engineer. All excavated materials shall be disposed of as directed. All disturbed areas shall be regraded and grassed to match the contiguous area.
2. Backfill shall be in accordance with the Plans. Class "A" concrete, as required, shall be furnished and placed in accordance with the applicable portions of Section 500 and Plan details.
3. When lifting eyes or loops are left on the Pole to facilitate handling and erecting, they shall be burned off and patched after erecting.
D. GROUND RODS: Ground rods for Steel and Prestressed Concrete Strain Poles shall be installed adjacent to the Strain Pole base as indicated below.
1. Single ground rods 2.4 m in length, shall be driven vertically until the top of the rod is at least 300 mm below the finished ground. A length of NO.6 AWG bare copper, seven strand wire shall be attached to the ground rod with suitable ground rod clamps and connected to the grounding nut of the strain pole base.
2. When sufficient penetration cannot be obtained in the above manner a ground rod system consisting of three parallel ground rods shall be placed a minimum of 1.8 m center-to-center in a horizontal pattern and at least 300 mm below the finished ground. These rods shall be joined
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639.06

and connected to the grounding nut of the pole base with NO.6 AWG bare copper, seven strand wire and suitable ground rod clamps.

E. The Contractor will be responsible for establishing the correct rake to be used in erecting the Pole so that the Pole will be plumb after the load is applied.

F. ERECTING CABLE: Unless otherwise indicated on the Plans, the top cable shall be installed at a point 150 mm from the top of the Pole and the bottom cable shall be installed at a point no more than 1.5 m from the top of the Pole, all in accordance with Plan details. Cable shall be secured to each Pole as shown on the Plans. Preformed cable grips will be permitted in lieu of cable clamps. Sufficient tension shall be applied to pull Timber Poles toward each other past the plumb position by 1 degree.

639.05 MEASUREMENT: Highway Signs will be measured and paid for under Section 636.

A. Treated Timber Poles of the Class and length specified will be measured by the number of units installed, including guys, anchors and hardware.

B. Steel Cable of the size specified will be measured by the linear meter, complete in place.

C. Steel Strain Poles will be classified and measured for payment per Each by Type in accordance with the following table:

TYPE I II III IV

SPAN LENGTH Less than 18 m 18 m - 29 m
Greater than 29 m Traffic Signal Strain Pole

D. Prestressed Concrete Strain Poles will be measured for payment per Each by Type of Pole specified in accordance with the table in Sub-Section 639.05.C.

639.06 PAYMENT:

A. Treated Timber Poles, of the class and length specified, will be paid for at the Contract Price bid per each which shall be full compensation for the Pole, concrete encasement, excavation for Pole and anchor holes, temporary Pole alignment, bracing, guys, and all items necessary to complete the Work.

B. Steel Strain Poles of the type specified, complete in place and accepted, including backfill, erection and any necessary regrassing will be paid for at the Contract Unit Price bid for each Pole of each Type.

C. Prestressed Concrete Strain Poles, of the Type specified, complete in place and accepted, including backfill, erection and any necessary regrassing will be paid for at the Contract Unit Price bid for each Pole of each Type.

D. When neither Concrete nor Steel Strain Poles are specified, the Contractor

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640.01

may elect to use either. Measurement will be as specified in Sub-Sections 639.05.C. or D. The payment item will be Strain Poles, Type_ _.

E. Steel Cable complete in place and accepted will be paid for at the Contract Unit Price bid per linear meter of each specified diameter. Such payment will be full compensation for furnishing and erecting the cable and for all hardware including thimbles, but not including hardware which is a part of the Pole.

Payment will be made under: Item No. 639. Treated Timber Pole Class_ _, _ _m Item No. 639. Steel Strain Pole, Type_ _ Item No. 639. Prestressed Concrete Strain Pole, Type__

per Each per Each per Each

SECTION 64Q-REFLECTORIZED RAILROAD CROSS BUCK SIGN
640.01 DESCRIPTION: This Work shall consist of furnishing and erecting Reflectorized Railroad Cross Buck Signs, including wood or steel posts and concrete bases for steel posts at locations shown on the Plans or as directed by the Engineer.
640.02 MATERIALS: All concrete for steel post shall be Class "B" or better conforming to the dimensions and details shown on the Plans, and shall have uniform surfaces free from honeycomb. The concrete materials shall meet the requirements of Section 500.
All other elements of the sign shall conform to the requirements of the Department's Specifications, or to the Specifications of the Association of American Railroads, whichever is indicated on the Plans.
640.03 CONSTRUCTION:
A. STEEL POST: Each steel post for a sign assembly shall be set in a concrete foundation in accordance with the Plans. Each post shall be securely held in a vertical position until the concrete is strong enough to hold the post and sign without support. All cracked bases shall be replaced by the Contractor. All backfilling around the bases shall be of satisfactory materials, carefully tamped in place.
After a steel post has been set, the concrete satisfactorily cured, and the backfilling completed, the cross buck sign shall be fastened to the post in accordance with the details shown in the Plans.
B. WOOD POST: Each post will be placed in a prepared dry hole minimum of 150 mm in diameter. The hole shall be backfilled with a mixture of Portland cement and damp clean friable soil using 8% cement by volume. The resultant mixture shall then be thoroughly tamped in place around the post. All posts shall be erected in a vertical position to the depth and at an angle to the roadway as shown on the plans or as directed by the Engineer. The minimum penteration of the post shall be 1.2 m.

764

641.03
640.04 MEASUREMENT: Reflectorized Railroad Cross Buck Signs measured for payment will be the actual number in place, completed and accepted.
640.05 PAYMENT: Cross Buck Signs measured for payment will be paid for per each, which payment shall be full compensation for furnishing and erecting the Item complete in place in accordance with the Plans and Specifications, and for all materials, excavation, concrete, backfilling and for disposal of surplus materials.
Payment will be made under: Item No. 640. Reflectorized Railroad Cross Buck Signs, Steel Post per Each Item No. 640. Reflectorized Railroad Cross Buck Signs, Wood Post.. per Each

SECTION 641-GUARD RAIL

641.01 DESCRIPTION: This work shall consist of furnishing and erecting Guard Rail, and appurtenances, in accordance with the Specifications, and in reasonably close conformity with the lines, grades and locations shown on the Plans or as directed. Unless otherwise provided for, the work shall also include grading necessary to provide the "T" distance, shown on the standard, behind the guardrail.
Guardrail shall include appurtenant materials and work in making connections and other guardrail or structures as may be required to complete
the construction indicated on the Plans. Guardrail shall be either "W" Beam, ''1''' Beam or Tubular Thrie Beam as
designated on the Plans and in the Proposal. Unless specifically designated otherwise, all references to Guardrail shall mean "W" Beam.
For details ofTubular Thrie Beam, see Special Construction Details. Where not otherwise provided for in the Plans this Work shall include any required grading to construct shoulder flares for approved guardrail anchorage systems and widened shoulders along guardrail runs in conformance with Sections 205 and 208. When so specified on the Plans or in the Proposal, this Work shall also include furnishing and setting additional posts (all lengths) together with the
necessary offset blocks and hardware.

641.02 MATERIALS: Materials shall meet the requirements of:

Guard Rail Elements and Fittings Cable End Anchor Assembly Steel Post and Offset Blocks Wood Post and Offset Blocks Galvanized Repair Compound

859.01 859.02 859.03 859.04 870.06

641.03 CONSTRUCTION: Unless otherwise specified on the Plans or in the Proposal, the Contractor shall use steel guardrail and steel posts. Wood guardrail posts shall not be used at any location except as required by the Standard Plans for Guardrail Anchorage.
All guardrail offset blocks shall be steel as described in Sub-Section 859.03. The use of wood offset blocks will be allowed only in isolated cases where use of

765

641.04
the standard 100 mm wide x 150 mm deep steel offset blocks is not feasible. The use of wood offset blocks in cases where the offset block must be greater or less than the standard 150 mm depth will be as approved by the Engineer and shall conform to the requirements of Sub-Section 859.04.
When it is necessary to place posts in existing pavement, slope paving, etc., the Contractor shall exercise extreme care in the cutting process, protect the adjacent areas, and shall remove all loose material. The holes shall be cut in the existing paved area either by drilling or sawing. The pavement material shall be replaced in kind to the full depth of the original pavement, as directed, after the post is installed.
A. ERECTION OF POSTS: Posts shall be set in post holes or shall be driven vertically in the positions, and to the depth, spacing and alignment shown on the Plans. Post holes shall be backfilled to the ground line with approved material tamped in place in layers of not more than 100 mm in thickness. If posts are driven, the tops of the posts shall be protected by a suitable driving mat or cap. All posts damaged during driving shall be removed and replaced at the Contractor's expense. Post holes that are drilled in rock shall be backfilled as indicated on the Plans, or as directed by the Engineer. Posts for Guard Rail on bridges or other structures shall be installed as detailed on the Plans. If posts are found to be out of alignment or low with reference to grade, they shall be removed and reset. Posts found to be high shall not be cut off but may be driven to the proper elevation. The deviation in vertical and horizontal alignment of all posts shall not exceed 5 mm. Unless otherwise noted on the Plans, Posts shall be fitted with a preservative treated wood or a steel offset block in accordance with the Plans. Additional posts and appurtenances, when required, shall be set in accordance with the requirements of this section and with Plan details.
B. ERECTION OF RAIL: The rails shall be erected in a manner that will result in a smooth, continuous rail closely conforming to the line and grade of the highway. The height of the rail shall be determined from the dimensions shown on the Plans. Bolts shall be long enough to extend at least 5 mm beyond the nuts after being firmly tightened.
C. DAMAGED SPELTER COATING: Damaged spelter coating shall be repaired in accordance with the requirements of Section 645.
D. Guard Rail Anchorages, mounting devices, brackets, and other appurtenances, shall be fabricated and installed in accordance with the Plan details.
641.04 MEASUREMENT:
A. Guard Rail: Guardrail, of the Type specified will be measured in linear meters and will include terminal sections, when installed. Measurement, however, will not include Guard Rail Anchorage Assembly.
When Double Faced Guardrail, of the Type specified is installed, separate
766

643.01

measurement will not be made for the single Guard Rail on each side of the posts as they are component parts of the Double Faced Guard Rail installation.

B. GUARD RAIL ANCHORAGE ASSEMBLY: This Item will be measured by the number of each type installed according to the details shown on the Plans.
C. Guard Rail Posts, all lengths, when shown in the Plans or Proposal as a separate payment Item will be measured by the Unit.

641.05 PAYMENT: Guard Rail, of the Type specified, complete in place including posts, offset blocks and hardware will be paid for at the Contract Price per linear meter.
Guard Rail Anchorage Assembly will be paid for at the Contract Price per each assembly, complete in place.
Guard Rail Posts, all lengths, when shown in the Contract Documents as a separate payment item, will be paid for at the Contract Unit Price. Such payment shall be full compensation for furnishing the posts, offset block, hardware and for all work involved to complete the Item.
On projects that do not include grading as a pay item, payment for approved guardrail anchorage systems on shoulders shall include embankment material for shoulder flares as shown on the standard details compacted to the approximate density of the surrounding soil, removing existing vegetation and obstructions prior to placing the embankment, and grassing the reconstructed area in accordance with Section 700.
There will be no increase or decrease in payment when the wood offset blocks are added to or substituted for steel offset blocks.

Payment will be made under:
Item No. 641. Guard Rail, (Tx!le.) Item No. 641. Double Faced Guard Rail, (~) Item No. 641. Guard Rail for Bridges (~) Item No. 641. Double Guard Rail for Bridges, (~) Item No. 641. Guard Rail Anchorage, Type_ _,
Item No. 641. Guard Rail Posts (All Lengths)

per Linear Meter per Linear Meter per Linear Meter per Linear Meter
per Each per Each

SECTION 643-FENCE
643.01 DESCRIPTION: This Work shall consist of the construction offence and gates in accordance with these Specifications at the location shown on the Plans or designated by the Engineer; and in conformity with the lines and grades shown on the Plans or established. The kinds of fence covered by these Specifications are:
1. Chain-Link 2. Woven Wire 3. Barbed Wire 4. Field Fence

767

643.02

643.02 MATERIALS: Materials shall conform to the following:

Concrete (Class "N' or "B") Chain Link Fence (Fabric, Posts, Gates, and Accessories) Woven Wire Fence (Fabric, Gates, and Posts) Barbed Wire (including Posts) Ground Rods and Connections Wood Fence Posts and Bracing Preservative Treatment Metal Caps Field Fence

500 894.01 894.02 894.03 894.04 862.01 863.01 862.01.B. 894.05

643.03 CONSTRUCTION:

A. GENERAL: Fence (except for Field Fence) shall normally be constructed within the Right of Way line with no portion of the permanent installation encroaching on adjacent property. When it is necessary for the Contractor to trespass on private property outside the Right of Way or easements provided on the Plans, the Contractor shall obtain permission from the property owner for such intrusion. Field Fence shall normally be used either for replacing fence outside the Right ofWay or for temporary fencing at any location shown on the Plans or directed by the Engineer. Field Fence shall be considered permanent unless specified as temporary. Fence construction shall proceed in a manner that will prevent the escape of livestock. Fence removal and new fence installation shall be scheduled so as to provide continuous security of the livestock. Failure to maintain in such security resulting in loss or damage to animals or property shall be made good or repaired at the Contractor's expense. Existing fences that are damaged by the Contractor shall be replaced or repaired at the Contractor's expense. Fence shall generally follow the contour of the ground, with the bottom of fence fabric no less than 25 mm nor more than 150 mm from the ground surface. The fence line shall be cleared a maximum of 2.4 m wide and minor grading shall be performed where necessary to provide a neat appearance. Where abrupt changes in the ground profile in low areas make it impractical to maintain the specified ground clearance, longer posts may be used and multiple strands of barbed wire stretched thereon with vertical clearances between strands of barbed wire 150 mm or less. With the exception of obviously unserviceable fences, all existing cross fences shall be connected to new fencing. Corner, or end posts, whichever are appropriate, shall be placed at the junction with existing fences and the wires in the new and existing fences properly fastened to such posts. Corner or pull posts shall be installed for new fencing so that no tension will be placed on existing fence posts. At structures, new fencing shall be fastened to end posts in such a manner as to permit the free passage of livestock through or under the structure unless otherwise directed or shown on the Plans.

B. POSTS AND APPURTENANCES:

1. CHAIN LINK FENCE: Any of the various types of fencing materials

768

643.03

shown in Sub-Section 894.01, may be used, except that posts, fabric, wire, and appurtenances, including gates when required, shall be of the same or matching type for each Project, unless otherwise directed.
2. WOVEN WIRE OR BARBED WIRE FENCES: Posts may be wood or steel of the types shown on the Plans. On each Project fence and posts shall be the same type and shape, unless otherwise specified.
3. INSTALLATION: Posts shall be located and installed as called for on the Plans. "C" and 60 mm tube type line posts for all types offences may be driven to a minimum depth of 900 mm in lieu of using concrete encasement providing the soil is either Class I, II, III, or V. Concrete encasement shall be used for line posts installed in marshy or swampy areas (Class IV soils). Posts installed in rock shall be in accordance with Sub-Section 643.03.B.3. All corner, end, and pull posts shall have concrete encasement as shown in the Plans. Posts damaged by driving shall be replaced at the Contractor's expense. When posts are set in concrete, the entire hole around the post shall be filled with Class A or B concrete. Concrete may be hand mixed for batches of 0.5 m3 or less. The posts shall be firmly braced and held in place until the concrete has set. Distance between end, pull, and corner or angle post assemblies, shall not exceed the following:

For Chain Link Fence, straight line For Chain Link Fence, curved line For Woven Wire Fabric Field Fence

150 m 75 m
100 m 100 m

On end, pull and corner or angle post assemblies for wovenwire fence, additional approach posts shall be added for greater stability when necessary or as directed by the Engineer.
Posts placed on concrete walls, slabs, or solid rock shall be set in round holes 150 mm deep or as indicated on the Plans. The space around the post shall be filled with molten lead, or a cement filler approved by the Laboratory.
Posts shall be repaired after cutting or drilling. Galvanized steel posts shall be repaired in accordance with Section 645 and other metal posts according to the manufacturer's recommendations. Timber posts and braces shall be treated with a coating of preservative of the type specified in Sub-Section 863.01.

C. FENCE ERECTION: Fence Fabric or Barbed Wire, except when posts are set in concrete footings may be installed when posts are set and braced. When posts are set in concrete footings the installation of fabric or wire shall be delayed to allow the concrete to cure at least five days. When Barbed Wire Fence is required, three strands shall be installed unless otherwise indicated on the Plans.

D. GATES: Gate assemblies shall be of the length, height and type designated

769

643.04
on the Plans, and installed so as to provide for 1800 swing. Gate frames shall be welded units and shall be properly coated after welding in accordance with Section 894.
Fabric matching the fence fabric shall be stretched taut over the gate frame. Gate assemblies shall be provided with a positive type locking device, padlock and keys.
E. ELECTRICAL GROUND: Wherever a power line carrying more than 600 volts passes over the fence, a ground rod shall be installed. The ground rod shaH be installed at the nearest point directly below the point of crossing. Where possible the rod shall be driven into the ground for a full 2.4 m of penetration. In rocky soil, the rod may be driven slanted, so as to provide 450 mm of cover at the tip. If solid rock is encountered, two ground rods may be installed at the nearest post on each side of the power line crossing where soil conditions will permit. A length of No.6 gauge bare copper seven strand wire shall be attached between the fence and the ground rod with suitable clamps.
F. STORAGE OF MATERIALS: Barbed wire, woven wire fence fabric, steel posts, hardware, and other materials, shall not be stored in contact with the ground but shall be placed in floored buildings, on platforms, or on wooden timbers or poles. Floors, platforms, or props shaH be high enough to prevent the wire and steel posts from having any contact with the ground or surface water. Wire or steel posts which are damaged due to improper storage at any time between fabrication and final erection will be rejected. Except when rusting occurs as a result of ponding water after erection of the fence, all wire or posts which show signs of rusting before final acceptance shall be repaired, as directed, or removed and replaced with new material at the Contractor's expense.
643.04 MEASUREMENT: Fence will be measured by the linear meter along the bottom of the fence from outside of end posts for each continuous run of fence. Measurement for payment shall include posts, post assemblies, pull, corner and gate posts, and gates unless gates are a separate payment item.
When gates are to be paid for separately they will be measured as complete units of the type and size specified and installed.
643.05 PAYMENT: The accepted quantities offence, measured as indicated above, will be paid for at the Contract Unit Price per linear meter of the specified type and height of fence and shall include gates unless the gates are to be paid for separately.
The accepted quantity of gates, when listed as a separate pay item, will be paid for at the Contract Unit Price for each type and size of gate specified, complete in place, including posts and hardware and also including locks, keys and other incidentals when so shown on the Plans.
Payment shall include clearing and grubbing, grading, excavation, backfill and disposal of surplus materials. It shall also include furnishing all materials and incidentals such as molten lead or cement filler on concrete walls, slabs or solid rock necessary to complete the Work.
770

645.04

Where field fencing is designated to be temporary, payment shall include removal. Materials salvaged from temporary field fence shall remain the property of the Contractor.

Payment will be made under:
Item No. 643. Field Fence, Woven Wire Item No. 643. Field Fence, Barbed Wire (Strand) Item No. 643. Field Fence, Special Design Item No. 643. Chain Link Fence (~), (Height) mm,
Wire Gauge Item No. 643. Chain Link Fence (~), (Height) mm,
Wire Gauge, with Extension Arms and
Barbed Wire Item No. 643. Woven Wire Fence
Item No. 643. Barbed Wire Fence (Strand) Item No. 643. Gate (Fence ~ (Size)

per Linear Meter per Linear Meter per Linear Meter
per Linear Meter
per Linear Meter per Linear Meter per Linear Meter
per Each

SECTION 645-REPAIR OF GALVANIZED COATINGS

645.01 DESCRIPTION: This work shall consist of the field repair of damaged galvanized coatings. It applies to all galvanized materials except wire and chain-link wire fence. When galvanized materials are welded, it shall apply to the welded area and to the damaged areas adjacent to the weld. It is not applicable to new materials which are deficient in coating.

645.02 MATERIALS: The material used for repairing galvanized coatings

shall conform to the following:

Galvanizing Repair Compound

870.06

645.03 CONSTRUCTION: Before applying repair compounds, the area shall first be cleaned of any grease by the use of an approved grease-removing solvent recommended by the producer of the Galvanizing Repair Compound. The area shall then be thoroughly brushed with a stiff wire brush until all dirt, loose galvanizing, welding slag, or other foreign material has been removed. After cleaning, the repair compound shall be applied smoothly and evenly with a moderately filled paint brush. Application shall be made only when the temperature of the steel, the compound, and the surrounding air are above 7C. On smooth surfaces, the minimum dry film thickness shall be 0.05 mm. On rough and pitted surfaces, the Engineer may require more than one coat. When additional coats are required, a minimum drying time of 4 hours shall be allowed between coats. Brushing over partly dried applications will not be permitted.

645.04 PAYMENT: This work shall be done by the Contractor at no additional cost to the Department.

771

647.01

SECTION 647-TRAFFIC SIGNAL INSTALLATION

647.01 DESCRIPTION: This work shall consist of furnishing and erecting a traffic signal installation including all poles, bases, wires and miscellaneous materials required for completion of the installation. This work shall include all test periods, warranties and guarantees as designated in subsequent sections.
The Contractor shall be required to apply for, obtain and pay for all utility services and pole attachment permits that are necessary for the signal operation required in the plans. The Contractor shall be required to maintain these utility services until final acceptance of the signal. Upon final acceptance, the Contractor shall be required to make an orderly and uninterrupted transfer of these services and permits to the local government or other jurisdiction that will be responsible for subsequent maintenance and operation.
Payment items related to Section 647 are described in the following sections:

STRAIN POLES HIGHWAY LIGHTING LIGHTING STANDARDS AND LUMINARIES WIRE, CABLE AND CONDUIT GRASSING TIMBER POLES SIGN BLANKS REFLECTORIZATION MATERIALS TRAFFIC SIGNAL EQUIPMENT

639 680 681 682 700 861.02 912 913 925

647.02 MATERIALS: All materials and equipment supplied shall conform

to the requirements of the NEMA TRAFFIC CONTROL SYSTEMS

PUBLICATION (CURRENT EDITION), THE MANUAL ON UNIFORM

TRAFFIC CONTROL DEVICES (CURRENT EDITION), THE STANDARD

SPECIFICATIONS FOR CONSTRUCTION OF ROADS AND BRIDGES,

DEPARTMENT OF TRANSPORTATION, STATE OF GEORGIA

(CURRENT EDITION), and any Supplemental Specifications or Special

Provisions specially prepared for each project.

Materials used in this construction shall conform to the requirements of

the following unless otherwise stipulated:

SECTION

MATERIALS

l:ill...

PORTLAND CEMENT CONCRETE, CLASS "A" HIGHWAY LIGHTING COARSE AGGREGATE FINE AGGREGATE CEMENT CONCRETE CURING POLYURETHANE SEALANT FOR INDUCTION LOOPS STEEL BARS FOR CONCRETE REINFORCEMENT

500 680 800 801 832 833.09 853.01

772

GRAY IRON DRAINAGE CASTINGS PAINTS, (FIELD PAINTING) EPOXY RESIN ADHESIVE TRAFFIC SIGNAL EQUIPMENT METALLIC CONDUIT NON- METALLIC CONDUIT

647.02
854.01 870 886 925 923.02 923.03

Section 925 will detail specifications for the following signal equipment:

AUXILIARY CABINET EQUIPMENT BLANK-OUT SIGNS CABINET ASSEMBLY SIGNAL CONTROLLER DETECTOR UNITS (AMPLIFIERS) FLASH UNITS FLASHING BEACON ASSEMBLIES LOAD SWITCHES MONITORS (CONFLICT) PEDESTRIAN PUSHBUTTONS SIGNAL HEADS (VEHICLE & PEDESTRIAN)

Signal equipment, components, supplies or materials used in the traffic signal installation, and not previously approved by the Department, may be sampled and tested in accordance with the Department's Standard Specifications and the Sampling, Testing and Inspection Manual. This shall be accomplished by one or more of the following methods:
1. By the Department using the Department's own facilities; 2. By the supplier or manufacturer using their facilities with testing
witnessed by an authorized representative of the Department; 3. By the supplier or manufacturer through an independent testing
laboratory certified by the Department.
Where testing by the Department is required, the Contractor must supply the item to the Department. The acceptance of materials tested shall not constitute a waiver of warranties and guarantees where these are required by the Specifications.
A. CERTIFICATION: For steel strain poles or steel poles with traffic signal mast arms, the Contractor shall instruct the supplier or manufacturer to submit a certification, including mill certificates, directly to the Department of Transportation's Office of Materials and Research, 15 Kennedy Drive, Forest Park, Georgia 30050, certifying that the items under consideration were manufactured in accordance with the requirements of the Specifications with specific reference to the project number and the Specification Sub-Section number. Copies of the transmittal letter shall be sent to the Contractor and Area Engineer by the supplier or manufacturer.

773

647.03
For traffic signal items such as signal heads, mounting hardware, controllers, cabinet assemblies, detectors, monitors, cable, load switches, blank-out signs, lane use signals, pre-formed cabinet bases and other related signal equipment, the Contractor shall submit six (6) copies of the catalog product numbers and descriptions to the Area Engineer with appropriate reference to project number and Specification Sub-Section number. The Area Engineer will forward this entire submission to the District Traffic Operations Engineer for his review and comments. The District Traffic Engineer will then transmit the entire submission to the State Traffic Operations Engineer for final evaluation. The State Traffic Operations Engineer will re-distribute the catalog information with his approval or disapproval and comments to all parties and thus relieve the need for site testing of these items by the Area Engineer or laboratory. Approval is required prior to the Contractor beginning work.
Catalog cuts will not be required if the signal items are purchased from the current statewide traffic signal equipment contract and conform to all contract Specifications. The transmittal procedure will be identical to the catalog cut method listed above except that the Contractor must submit a list of equipment with brand and model numbers and proof of purchase to the Area Engineer for final evaluation by the State Traffic Operations Engineer. Approval is required prior to the Contractor beginning work.
B. POLE DESIGN: The Contractor shall prepare shop drawings and related design calculations of the proposed signal strain pole and provide "bending moment at yield" for determination of foundation size in accordance with the signal strain pole foundation drawings. The drawings shall show all dimensions and material designations of the designs. The certification procedure for poles and anchor bolts is in Section 501 ofthe Standard Specifications.
647.03 CODES: All traffic signal equipment shall conform to the standards of the National Electrical Manufacturer's Association (NEMA), the Underwriters' Laboratories, Inc (UL), and the Illuminating Engineering Society (IES), where applicable. Materials and quality shall conform to the requirements of the National Electrical Code (NEC), the American Society of Testing and Materials (ASTM) standards, the American Standards Association (ASA), the local power company rules and any local municipal ordinances which may apply. Differences in standards or codes requirements shall be resolved as determined by the Engineer.
647.04 EQUIPMENT AND MACHINERY: All machinery such as trucks, derricks, bucket vehicles, saws, trenchers, etc. and other equipment necessary for the satisfactory and expeditious performance of the work shall be approved by the Engineer before its use in the installation process.
647.05 AUXILIARY CABINET EQUIPMENT: All auxiliary cabinet equipment or special purpose equipment shall be furnished complete with all necessary connecting harnesses and installed in the cabinet with which it is associated. No extraneous wiring shall be necessary to install the
774

647.07
equipment. It shall be necessary only to connect the auxiliary equipment to its cable harness or insert it in premounted racks or sockets.
647.06 SIGNAL CONTROLLERS: Microprocessor controllers shall be furnished and installed at the locations shown on the plans and as directed by the Engineer. The controller and all other auxiliary equipment shall be identified by serial number and model in such a way that these numbers can readily be checked to determine that they agree with previously approved catalog submittal. The controller, cabinet and all auxiliary equipment shall be assembled in such a manner as to provide the operational sequence shown on the plans and any future operations specified. All controller programming must be approved by the District Traffic Operations Engineer prior to initiating stop and go signal operation.
647.07 CABINET ASSEMBLY:
A. LOCATION: The cabinet shall be located so as to mInImize inconvenience to pedestrians and provide maximum protection to maintenance personnel from vehicles when servicing the equipment. The cabinet shall be oriented so that the door to access the front panel of the controller opens away from the intersection. The cabinet shall not block a sidewalk or passageway and shall be located as far from the roadway or curb line as possible to prevent vehicular damage to the cabinet. To avoid potential conflicts due to proposed reconstruction projects, commercial driveways, etc., the cabinet may be relocated within the right-of-way at the discretion of the Engineer.
B. ERECTION: Traffic signal controller cabinets shall be level and installed at the locations shown on the plans and as directed by the Engineer. Cabinets shall be installed in conformance with the Standard Detail drawings and shall be pole or base mounted as indicated in the plans. Base mounted cabinets shall be sealed to their base. The sealant shall be a pliable substance which shall not melt or run at temperatures as high as 100C. The concrete bases shall be cast in place and shall conform to the Standard Detail drawings. Pre-fabricated bases may be used subject to approval by the Engineer.
C. WIRING: All field cabinet wiring shall be accomplished in a neat professional manner. All field cabinet wiring shall be cut to the proper length and neatly laced into the cabinet. Cabinet wiring shall conform to all applicable portions of the National Electrical Code and National Electrical Manufacturers' Association. Conductors between service terminals and the "AC+" terminals to signal light relays, buss terminals and the signal light neutral shall be No. 10 AWG wire minimum. Terminal connections to light neutral shall be No. 10 AWG wire minimum. Terminal connections to conductors shall be crimped with a ratchet type crimping tool which will not release until the crimping operation is completed. No splices will be permitted inside the controller cabinet, base or conduit. No solid wire will be allowed with the
775

647.08
exception of grounding wire. The cabinets shall be supplied with cabinet wiring diagrams, schematic drawings, pin assignment charts and manuals for all circuits and components. These documents shall be stored in the cabinet in a resealable, waterproof container.
647.08 SIGNAL MONITORS: Signal monitors shall be mounted in a rack or on a shelf with appropriate connectors to attach to the wiring harness. The monitor card shall be programmed in accordance with the signal operation indicated in the signal plans before the installation is placed in stop and go operation. The signal monitor shall be configured and equipped to monitor reds. The red output for all unused or vacant load bays or output slots shall be jumpered to 120 V AC+.
647.09 FLASHING BEACON: The flashing beacon controller shall be furnished and installed at the locations shown on the plans and as directed by the Engineer. It shall be installed as a complete unit (solid state flasher and cabinet, with time clock if applicable) and shall conform to applicable portions of Section 647.07.
647.10 LOOP DETECTOR SYSTEMS: Installation and tests shall conform to NEMA Standards Publication TS 1-1983, Section 15, Inductive Loop Detectors and all subsequent revisions, except as shown on plans, details, notes and these Specifications (Section 647). Loop detectors shall be complete and fully operational prior to placing the signal in stop and go operation.
A. INSTALLATION OF LOOP DETECTORS: Unless otherwise shown on the plans or specified herein, each loop shall consist of a minimum of two (2) turns of conductor. No portion of the loop shall be located within 1 m of any conductive material in the pavement such as manhole covers, water valves, grates, etc. Pull boxes, condulets and conduits shall be in place before beginning loop installations. The ambient surface temperature of the pavement in the shade shall be at least 5C before sealer will be allowed to be placed in sawcuts.
1. LOOP SAW CUTS: The loop shall be outlined on the pavement to conform to Ute specified configuration. The detector loop shall be installed in a sawed slot in the roadway surface to a depth that provides 50 mm minimum sealant cover. The slot width shall be at least 6 mm for stranded No. 14 AWG loop wire THHN, THWN, XHHN or XLPE and at least 8 mm wide for polyethylene or PVC encased No. 14 AWG loop wire. To prevent sharp bends of the wire, a 30 mm diameter drilled hole or miter saw cuts shall be made in the pavement. Miter saw cuts at the intersection of saw cuts shall overlap so that the slots have full depth and a smooth bottom. When installing the detector loop wire, the pavement shall be dry and the weather shall not include the threat of impending precipitation. The sawed slot shall be completely clean of dust and debris and thoroughly dry. Hot air may be used to dry the saw cut. The installation shall not proceed until slots are completely dry and free of any debris.
776

647.10
The loop wire shall be installed starting at the nearest pullbox or condulet, around the loop for the specified number of turns and back to the pullbox or condulet. Splices will not be permitted outside the pullbox or condulet. The wire shall be depressed in the slot without the use of sharp objects which might damage the tubing. The loop shall be held in place every 1.5 m with 25 mm strips of rubber, neoprene, flexible tubing or foam backer rod as approved by the Engineer. These hold down strips shall be left in place when the slot is filled with roadway loop embedding sealer. When using encased loop wire, the ends of the polyethylene tubing, encasing the wire, shall be given a waterproof seal immediately after placing the wire to prevent moisture from entering the tube. Where the loop wires cross pavement joints and cracks, the loop wires shall be protected using the method specified in the Miscellaneous Details in the project plans..
2. LOOP SEALING: Mter successful testing of each loop, the slots shall be filled with sealant to fully encase all the conductors and be at least 50 mm thick above the top conductor in the saw cut. The sealant shall be applied so that any subsequent expansion does not extend the sealant material above the surface of the pavement. Before setting, surplus sealant shall be removed from the adjacent road surfaces without the use of solvents. Epoxy sealants shall not be used. Polyurethane sealants shall be approved by the Office of Materials and Research and conform to the Standard Specifications Sub-Section 833.09. When the Engineer determines that the loop sealer has set sufficiently to accommodate vehicular traffic but the surface remains tacky, the sealer on the pavement surface must be dusted with cement dust before opening the roadway to traffic. Any solvents used to clean loop installation equipment shall be disposed of in accordance with the manufacturers Specifications and all local, state and federal regulations.
3. LOOP CONNECTIONS: All loop conductors shall be connected to a shield lead-in cable which shall be run from the pull box or condulet near the edge of pavement to a detector hook-up panel and then to an individual detector channel in the amplifier or sensor unit mounted in the controller cabinet, unless otherwise specified in the plans. The shielded lead-in cable shall be continuous (no splices) from the pull box or condulet to the controller cabinet terminals. The ground wire or shield in the loop lead-in cable shall be grounded only at the cabinet. A single loop to be operated on an individual detector channel or separate detector amplifier unit shall have a separate shielded loop lead-in between the pull box or condulet and the cabinet. If the plans specify that two (2) or more loops are to be operated on the same detector channel or detector amplifier unit, they shall be wired in series to their loop lead-in at the pull box or condulet. Series parallel connection may be used when series connection does not meet the
777

647.10

manufacturer's specified operating range for the detector amplifier unit.
All splices shall be weathertight and waterproof and shall be made only after the detector system has been demonstrated under traffic conditions to the satisfaction of the Engineer.

B. TESTING LOOP DETECTOR INSTALLATION: After conductors are installed in the slots cut in the pavement and prior to sealing, each loop shall be tested by the Contractor. These tests shall be performed at the point where the loop wire is spliced to the shielded lead-in wire and again at the point where this shielded lead-in wire enters the controller cabinet. In the event that there are no splice points, as in direct entry to controller cabinet, only the tests at the controller are required. The test results shall be recorded on the Loop Installation Data Sheet in this section. The Contractor may make copies of the data sheet as needed. These data sheets will be part of the project records, and a copy shall be placed in the controller cabinet.

The following five (5) tests will be required to evaluate each loop installation for acceptance prior to sealing the loop in the pavement:

1. Induced AC Voltage Test: A reading of 0.05 V or less on a digital voltmeter or no deflection on the pointer of an analog meter.

2. Inductance: Inductance (I) is measured in microhenries (mH) and the total inductance is equal to the inductance of loop + inductance of the loop lead-in. Acceptable inductance shall be within 10% of the calculated value for a single loop with the following design criteria:

Standard (Hi-Pole) Loops:

1.8 m x 1.8 m (3 turns): 1= 76 mH + 23 mH per 30 m ofloop lead-in 1.8 m x 5.5 m (2 turns): 1= 80mH+ 23 mHper 30m ofloop lead-in 1.8 m x 9.2 m (2 turns): 1= 126 mH + 23 mH per 30 m ofloop lead-in 1.8 m x 12.2 m (2 turns): 1= 165 mH + 23 mH per 30 m ofloop lead-in 1.8 m x 15.2 m (2 turns): 1= 205 mH + 23 mH per 30 m ofloop lead-in 1.8 m x 21.3 m (2 turns): 1= 285 mH + 23 mH per 30 m ofloop lead-in

Quadrupole (QP) Loops:

18 m x 9.2 m (2,4,2 turns): 18 m x 122 m (2,4,2 turns): 18 m x 15.2 m (2,4,4 turns): 18 m x 18.3 m (2,4,2 turns): 18 m x 213 m (2,4,2 turns):

1=269 mH + 23 mH per 30 m ofloop lead-in cable 1=349 mH +23 mH per 30 m ofloop lead-in cable 1=429 mH +23 mH per 30 m ofloop lead-in cable 1= 509 mH + 23 mH per 30 m ofloop lead-in cable 1=589 mH +23 mH per 30 m ofloop lead-in cable

3. Leakage Resistance to Ground: A reading of 1 MQ or more.

778

LOOP INSTALLATION DATA SHEET

647.10

DATE: PROJECT: CONTRACTOR: WEATHER: TEMPERATURE: PAVEMENT CONDITION - WET ( ), OR DRY ( )

LOCATION:

_

INSTALLATION OR PLAN SHEET NUMBER

_

ROUTENUMBERSORNAMES

__

LANE LOCATION OR LOOP #

_

MATERIAL:

_

LOOP WIRE TYPE AND LENGTH:

_

LOOP LEAD-IN CABLE TYPE AND LENGTH:

_

SPLICE POINT:

_

CONDUIT LENGTH FROM CURB\E.P. TO SPLICE POINT:_

CONDUIT LENGTH. FROM SPLICE POINT TO CABINET: _

SEALANT TYPE AND BRAND:

_

INTERCONNECT WIRE TYPE AND LENGTH:

_

LOOP TESTS

1. INDUCED VOLTAGE 2. INDUCTANCE 3. LEAKAGE RESISTANCE TO GROUND 4. LOOP RESISTANCE 5. LOOP Q (QUALITY)

___ microhenries ___ megohms ___ ohms
--_Q

COMMENTS:

INSPECTOR & TITLE:

_

779

647.11
4. Loop Resistance: The resistance reading on an ohmmeter is approximately within 10% of the calculated value:
Acceptable Resistance (R) (dc @ 20C) : ohms(Q) No. 14 AWG wire: R = 8.3 Mm (or) R = 8.3 x 10-3 Q/m. Approximately 8.6 Ohms per 1000 m of No. 14 AWG wire
No. 12 AWG wire: R =5.2 Mm (or) R =5.2 x 10-3 Q/m.
5. Loop Q: Q at 50 kHz is greater than 5.
Any out-of-range readings on any of the above tests shall be immediately reported to the Engineer. If any tests are found unacceptable, the loop shall be removed and new wire installed and the test procedure shall be repeated. These test results shall contain the type and model number of the equipment used, (must be ohmmeter having a high resistance scale of R x 10 KQ or greater), the last calibration date of the equipment and the scale used. The loop shall also be checked with an appropriate impedance tester to determine the natural operating frequency and impedance.
The completed units shall detect all motor vehicles. If the loop detection system does not meet the above requirements, no payment will be made for any work on the signal installation until corrections are completed.
647.11 PEDESTRIAN PUSH BUTTON: The push button shall be installed with a pedestrian instruction sign as illustrated on the Department's Standard Detail sheets and shall conform to the plans. The pedestrian buttons shall be located as shown on the signal plan sheet and within easy access of the pedestrian crosswalk. The pedestrian button shall face the pedestrian as the pedestrian faces their signal indication. The buttons shall be located to be accessible to pedestrians and be approximately 1.1 m above sidewalk or ground level.
647.12 CABLE: Cable shall be in accordance with Sections 680 and 925 of the Standard Specifications for the type wire or cable and also according to appropriate IMSA, NEMA or UL Specifications. The Contractor shall apply for and obtain any pole attachment permits that are required by any local utility company or pole owner to allow joint use for any signal cable, hardware or other auxiliary device.
Electrical cable shall be installed and connected to the proper equipment to produce an operating traffic signal system. All cable shall be stranded copper, except earth ground and stranded steel messenger cable. No aluminum cable will be allowed. A. SIGNAL CABLE: Signal cables leaving a structure or weatherhead to
enter a signal fixture shall be neatly tied to the messenger cable as illustrated on the Department's Standard Detail sheets.
780

647.12
A minimum 600 mm weather drip loop as shown in the Construction Detail sheets of the plans shall be made at the entrance to each signal head, at the entrance of a pole, and at the entrance of any overhead conduit and weatherhead.
All vehicle signal heads must be wired using a cable with a minimum of 7 conductors to accommodate future phasing unless otherwise approved by the District Traffic Operations Engineer.
B. INTERCONNECT CABLE: The interconnect cable (communication cable) shall provide the link between a master controller and the field controllers and sensors. The cable shall be suitable for aerial (lashed or self-supporting), duct (conduit) or direct earth burial installation. The minimum number of conductor pairs shall be 6 and the minimum size shall be No. 19 AWG wire, unless shown otherwise in the plans. The color-code, polyethylene insulation, copper tape shielding, and polyethylene jacketing shall be in accordance with the International Municipal Signal Association (IMSA) Specifications, with a minimum rating of 600 V. The Contractor shall make a written request if the Contractor desires to increase the number of pairs or use a larger size conductor, at no charge in price, at least two weeks before beginning the operation. Removal of any existing interconnect and messenger cable shall be incidental to the installation of the new cable.
1. INSTALLATION: The interconnect cable shall be supported on new or existing utility poles or signal poles, or installed underground in conduit or as direct burial as noted in the plans. Cables shall be pulled with a cable grip designed to provide a firm hold on the exterior covering of the cable. The cables shall be pulled with a minimum of dragging on the ground or pavement. Powdered soapstone, talc, or other approved inert lubricants shall be used to facilitate the pulling of the cable through conduit. When a separate messenger cable is used, the communications cable shall be spirally wrapped to the requirements of IMSA-20-2 Specifications. This shall be accomplished by using a lashing machine. For aerial installations, the Contractor may elect to use a self-supporting "Figure 8" type cable which meets the IMSA-20-4 Specifications (polyethylene jacket). In either case, the messenger is to be considered incidental to the installation of the communications cable and will not be paid for separately. For direct earth burial, the communications cable shall meet the requirements of IMSA 20-6 Specifications (PE jacket). Splices outside the signal cabinet shall be limited to the end of full reels of 1.5 km. However, up to two (2) additional splices may be allowed per 800 m of cable, if approved by the Engineer. Splice points shall be readily accessible without traffic control for lane closures and shall be made near support poles. The Contractor shall order and install the communications cable in lengths sufficient to complete all installations between controller cabinets with minimal
781

647.12 splicing. Cable shall be looped in and out of control cabinets. The cable ends shall be taped to exclude moisture, and shall remain so until the terminals are attached. The Contractor shall take every precaution to ensure the cable is not damaged during storage and installation. The cable shall not be stepped on by workers or run over by any vehicles or equipment. The cable shall not be pulled along the ground or over or around obstructions. All cable shall be inspected and approved by the Engineer before installation. 2. FIELD TEST: Upon completion of the cable run from one controller installation to the next controller installation, the Contractor shall conduct a test for continuity and isolation in the presence of the Engineer. The continuity test shall be performed for each conductor in the cable. Conductor resistance shall not exceed 10 Q per 300 m. The resistance shall be measured with an ohmmeter having a minimum input impedance of 10 MQlV. The resistance of each pair shall be recorded on the Interconnect Cable Data Sheet and furnished as project documentation. The isolation test for testing insulation resistance shall be performed for each conductor and cable shield in the system. The isolation test shall be measured with all conductors in the cable, except the test conductor, grounded. The measurement shall be made with a DC potential of not less than 360 V nor more than 550 V, applied for one minute. Insulation resistance for each cable conductor and the shield shall exceed 1000 MQ per 1.6 km. The insulation resistance of each conductor shall be recorded on the Interconnect Cable Data Sheet and furnished as project documentation. If any conductors fail the continuity or isolation test, the Contractor shall remove the installed cable, install new cable, and repeat the tests.
782

INTERCONNECT CABLE DATA SHEET
PROJECT: DATE: WEATHER: LOCATION OF CONTROLLER CABINET:

647.12

TERMINI OF CABLE:

CONTRACTOR:

TYPE WIRE:

NUMBER OF CONDUCTORS:

_

SPLICE POINT:

TOTAL LENGTH OF CABLE:

_

TESTS:

CONDUCTOR JACKET COLORJDESCRIPTION

CONTINUITY ISOLATION

(OHMS)

(MEGAOHMS)

1.

_

2.

_

3.

_

4.

_

5.

_

6.

_

7.

_

8.

_

9.

_

10.

_

11.

_

12.

_

13. SHIELD

INSPECTOR & TITLE:

_

783

647.12
C. MESSENGER CABLE, STRANDED: The cable shall conform to ASTM:A 475 Siemens-Martin grade or better with Class A coating. The messenger strand shall be used to support all cable indicated on the plans as overhead cable. The messenger shall include the devices such as rings or lashing used to attach the cable. The messenger shall run from structure to structure without splicing. Prior to erecting messenger strand, the Contractor shall determine the length of suspension strand required to span the distance between the poles, allowing a sufficient additional length of span wire to allow for sag. The maximum allowable sag shall be five percent of one-half of the longest diagonal distance between signal poles. Attachment points for the messenger strand at the signal pole shall be calculated according to the plan detail sheet. Messenger strands shall be so set that the height of the installed traffic signal heads shall conform to the clearances set forth on the Standard Detail drawings. Wood poles shall be drilled to receive thimble eye through bolts such that the span wire and eye bolt, at each connection, will form an approximate straight angle. In no case shall the messenger pull or strain on the eye bolt be at an angle greater than 10 degrees +/- from straight. Down-guy wires must be attached to guy hooks and shall never be attached directly to the eyebolt. Messenger strand clearances shall be in conformance with local utility company standards. All attachment points for stranded messenger cable shall be made with the appropriate size strand vises. Stranded steel messenger cable will not be paid for separately under this specification
D. UNDERGROUND CABLE FOR SIGNAL CIRCUITS: Underground cable for signal circuits shall consist of cable, with or without conduit, as shown on the plans. When it is necessary to install cable under an existing pavement or surfaced shoulder, conduit, as specified, shall be installed in accordance with the applicable provisions of Sub-Section 647.13.
1. CABLE IN CONDUIT: Cables in conduits shall be carefully pulled into place using approved methods so that the cable will be installed free from electrical or mechanical injury. Powdered soapstone, talc, or other approved inert lubricants shall be used in placing cOl1ductors in conduit. Conductors shall be handled and installed in such a manner as to prevent kinks, bends or other distortion which could cause damage to the conductor or outer covering. All cables within a single conduit shall be pulled at the same time. When cables are pulled through hand holes, in pole shafts, etc., a pad offirm rubber or other suitable material shall be placed between the cable and the edges of the opening to prevent cable damage.
2. DIRECT BURIAL CABLE IN TRENCHES: Interconnect cable shall meet IMSA Specifications 20-5 or 20-6. Any other cable not placed in conduit shall be rated for direct burial applications. Cables shall not be unreeled and pulled into the trench from one end. They shall be
784

647.12
unreeled and laid alongside the trench and then laid in the trench. The cables will be allowed to "snake" slightly in the trench to allow for settling of earth. There shall be no crossovers of cable in the trench. All rocks, debris and any sharp objects shall be removed from the trench. After the installation has been inspected and approved by the Engineer, backfill shall be done in accordance with Sub-Section 647.13. Where cable is brought up into the base of the pole shafts, pull or junction boxes, a minimum of 500 mm of cable shall be left to enable the connections to be made outside the pole shafts, pull or junction boxes. Direct burial utilizing vibraplows will be acceptable. Depth of burial, when direct burial is utilized, shall be approved by the Engineer.
3. SPLICES: Splicing of conductors shall be performed in accordance with the National Electric Code and materials shall be used that will be compatible with the sheath and insulation of the cable. Splices shall be made at the first opportunity, i.e. junction boxes, pull boxes, controller cabinet or pole bases unless otherwise shown on the plans. Straight or line splices shall be made with copper clad pressed sleeves, or an approved equivalent (see "Pull Box Splices" in Miscellaneous Construction details). Tee splices shall be made with a pressed sleeve, split or unsplit type, or an approved equivalent. Cable splicing in transformer base type poles may be accomplished with a premolded fused splice. After a conductor splice is made, it shall be insulated with a plastic, pressure sensitive, all weather 38.10 J.lm electrical tape. The tape shall be applied half-lap to a thickness equal to 1-1/2 times the thickness of the factory applied insulation and sheath, and tapered off over the sheath neatly to a point approximately 75 mm from the conductor splice. All sharp points and edges of the connector shall be padded, and all voids filled with extra wraps of plastic tape. The tape shall not be stretched excessively nor in such manner as to cause creeping. For cable splicing in junction boxes, or poles mounted on structures, a heat-shrinkable self-sealing splice may be used in lieu of the above at the Contractor's option. All spliced joints shall be watertight.
4. UNDERGROUND CABLE SPLICES: Underground cable splices, if specified, shall be made with a pressed sleeve connector or equivalent, and a protective plastic case installed around the cable. Ends of the case shall be sealed with plastic tape, following which the case shall be poured full of an insulating compound, in accordance with the manufacturer's recommendations. These splices shall be watertight and capable of satisfactory operation under continuous submersion in water.
E. AERIAL CABLE FOR SIGNAL CIRCUITS: Aerial cable for signal circuits shall consist of one or all of the following cables: loop lead-in (sensor and detector), signal wiring (controller) or interconnect cable (communications). These cables shall be supported on existing or
785

647.13
Contractor installed signal or utility poles. Where interconnect cable is used in conjunction with messenger cable, as figure eight cable, it shall conform to the requirements ofIMSA-20-4 Specifications.
647.13 CONDUIT AND FITTINGS: All exposed conduit on poles shall be rigid, galvanized metal conduit. Ends of metallic conduit shall be reamed after threads are cut. Other conduit shall be reamed as necessary. All ends shall be cut square and shall butt solidly in the joints to form a smooth raceway for cables. Conduit joints shall be made in such a manner so as to form a watertight seal. Metallic conduit threads shall be coated with red or white lead, pipe compound or thermoplastic or teflon seal, and then be securely connected. Plastic conduit joints shall be made with the materials and in the manner recommended by the manufacturer of the conduit and approved by the Engineer.
Bushings shall be installed in conduit for protection of the conductors. Where the conduit is installed for future use, the ends of metallic conduit runs shall be properly threaded and capped. The ends of non-metallic conduit runs shall be satisfactorily plugged to prevent water or other foreign matter from entering the conduit system. The exposed ends of all conduits shall be sealed with a permanently malleable material. Empty conduit installed for future wire or cable shall have a pull string or cord inside that is impervious to moisture and rot and can withstand a load of 200 N without breaking. This pull cord must be secured at each open end and at each pull box.
All conduit on the exterior of poles shall be mounted with galvanized, two hole straps or clamps. Clamps shall be placed not more than 1 m from any junction box, condulet, weatherhead and will be placed at 1.5 m intervals elsewhere. The clamps shall be fastened with galvanized screws or lag bolts to wood poles and with galvanized wej-it bolts or aluminum drive pins to concrete poles. Steel poles are designed to have all cables run inside the pole. Conduit will not be allowed on the outside of steel poles unless approved by the Engineer. A weatherhead shall be installed at the end of any exterior conduit run on a pole or other structure to prevent moisture or other matter from entering the conduit.
After installation, the Contractor shall insure that the placement of conduits or fittings have not warped or otherwise distorted any condulets or terminal, control or junction boxes.
A. UNDERGROUND CONDUIT: Underground conduit shall consist of encased or direct burial conduit. The conduit shall be installed in a trench excavated to the dimensions and lines specified on the plans. Minimum finished cover, unless otherwise specified, shall be 450 mm, except under pavement where the minimum cover shall be 600 mm below the bottom of the pavement. Before any excavation, the Contractor shall determine the location of any electrical lines, drainage or utility facilities in the vicinity and shall conduct the work in such a manner as to avoid damage to same. Precautions shall be taken to insure that the conduit will be located to
786

647.13
avoid conflict with proposed guardrail, sign posts, etc. Conduit shall be laid in straight lines wherever possible. Where
bends or sweeps are necessary, long sweep bends shall be used when feasible. A radius of six times the normal diameter of the conduit is the minimum that shall be used, unless otherwise specified.
Obstructions encountered when excavating trenches for underground conduit may require minor changes in locations of conduit runs, pull boxes, etc. All such changes shall be subject to the approval of the Engineer. Where possible, a minimum of 300 mm shall be provided between the finished lines of conduit runs and utility facilities such as gas lines, water mains, and other underground facilities not associated with the electrical system. Where the conduit run is adjacent to concrete walls, piers, footings, etc., a minimum of 100 mm of undisturbed earth or firmly compacted soil shall be maintained between the conduit and the adjacent concrete or, when the conduit is encased, between the encasement and the adjacent concrete.
Unless specified on the plans, trenches shall not be excavated in existing pavement or surfaced shoulders to install conduit. When it is necessary to place conduit under an existing pavement, the conduit shall be installed by jacking, boring, or other approved means. When the plans specifically allow excavation of a trench through an existing pavement or surfaced shoulder, the Contractor shall restore the pavement, shoulder surface, base and subgrade in accordance with the Standard Specification. Removal and satisfactory disposal of existing pavement, shoulder surface, base and sub-grade and restoring them to their original condition will not be paid for directly but shall be included in the contract price for the items to which they pertain.
Unless otherwise specified, all trenches for conduit shall be cut on a slight grade (0.25% Min.) for drainage. Where it is not practical to maintain the grade all one way, the duct lines shall be graded from the center, both directions, down to the ends. Pockets or traps where moisture may accumulate shall be avoided. The walls of the trench shall be essentially vertical. The bottom of the trench shall be tamped as necessary to produce a firm foundation for the conduit. The Contractor shall sheet and brace the trenches, when required, and shall adequately support all pipe and other structures exposed in trenches, if support is necessary to prevent damage. Furnishing, installing and subsequent removal of sheeting, bracing, and supports will not be paid for directly, but shall be included in the contract prices for other items.
1. ENCASED CONDUIT: Encased conduit shall be placed in the locations shown on the plans and unless otherwise specified, shall be constructed in accordance with the following:
The encasement shall be constructed of Class A concrete meeting the applicable requirements of Section 500 of the Standard Specifications. The encasement or conduit under roadway pavements or surfaces shall extend 300 mm past the outer edge of
787

647.13
paved shoulders, sidewalks, or curbs when no shoulder or sidewalk is present. The conduit shall extend at least 150 mm beyond the encasement. Three inches of concrete shall be placed in the bottom of the trench and the conduit placed thereon. The ends of the conduit shall be plugged temporarily to prevent the entrance of concrete or other foreign material. Concrete shall then be placed in the trench to a depth that will provide a minimum of three inches of concrete above the conduit. No conduit shall be encased with concrete until inspected and approved by the Engineer. Concrete encasement shall be cured in accordance with Sub-Section 500.12, except, the curing period may be reduced to 24 hours. Precast encasement will be permitted when approved by the Engineer.
2. DIRECT BURIAL CONDUIT: Direct burial conduit shall be installed as shown on the plans and shall consist of rigid galvanized steel, rigid aluminum, polyvinyl chloride or polyethylene. Minimum coverage unless otherwise specified shall be 450 mm below top of finished ground or 600 mm below the bottom of the pavement. When rock is encountered in the bottom of the trench, the conduit shall be installed on a bed of well compacted fine grain soil at least 100 mm thick.
3. BACKFILLING: Conduit shall be promptly backfilled after inspection and approval of the Engineer, except for encased conduit which must complete a 24-hour cure period. Backfill soil shall be free of rocks or other foreign matter. Backfilling shall be performed with approved material in layers not exceeding 150 mm in loose depth, up to the original ground level. Each layer shall be compacted to 100% of the maximum dry density as determined by Test Method GDT: 7,24 or 67, as outlined in the Department's SAMPLING, TESTING AND INSPECTION MANUAL.
B. CONDUIT ON STRUCTURES: All conduit on the exterior of signal poles and other structures shall be metallic. The conduit for signal conductors shall be metallic for its entire length from the weatherhead on the pole to the interior of the cabinet. Conduits, condulets, hangers, expansion fittings, and accessories shall be installed on structures in accordance with the plans and, unless otherwise specified, in accordance with the following: Conduit shall run parallel to beams, trusses, supports, pier caps, etc., in the most direct manner. Horizontal runs shall be installed on a slight grade, without forming low spots, in order that they may drain properly. Conduits shall be run with smooth, easy bends. They shall be held in boxes with locknuts and shall have bushings for protection of the conductors. When not specified in the plans or Special Provisions, the type and method for attachment to structures shall be submitted by the Contractor to the Project Engineer for submission to the District Traffic Operations Engineer for approval.
788

647.14
C. TESTING CONDUIT: After the installation of conduit is completed, it shall be tested by the Contractor with a mandrel in the presence of the Engineer. The mandrel shall have a diameter 6 mm smaller than the conduit, and a length of 50 mm. All conduit which will not allow the mandrel to pass through shall be repaired to the satisfaction of the Engineer. Ifrepairs cannot be effected, the conduit shall be removed and replaced at no additional cost to the Department. After the mandrel test, all conduits shall be thoroughly cleaned in an approved manner, acceptable to the Engineer. When conduit is installed and wiring is to be done at a later date, the Contractor installing the conduit shall perform the mandrel test, ream the duct opening to remove burrs or foreign matter, thoroughly clean, and provide and install a weatherproof cap at each open end.
647.14 GROUNDING: The cabinets, controllers, poles, pull boxes and conduit shall be grounded to reduce any extraneous voltage to a level where it will not be harmful to personnel or equipment. All grounding circuits shall be permanent and continuous, with a current carrying capacity high enough and an impedance low enough to limit the potential above the ground to a safe level. The grounding shall be accomplished by bonding the grounding circuits to non-ferrous metal driven electrodes. The electrodes shall be a minimum of 16 mm in diameter, 2.4 m long, and driven straight into the ground. The ground lead shall be as short as possible and lead directly to a grounding source.
The maximum resistance between the ground electrode and the cabinet ground buss or other point in the grounding system shall not be more than 5Q. Connections between the ground electrodes and the ground wire shall be made by an exothermic weld. Screw type positive locking devices are acceptable where welds are not practical and when approved by the Engineer. All neutral conductors shall be connected to the cabinet buss-bar, and shall be grounded at each terminal point. The cabinet shall be grounded with a No.6 AWG solid copper wire bonded between the buss-bar to the ground electrode. The No.6 AWG solid copper wire shall have 100 mm minimum radius bends and shall be as short as possible to the cabinet bussbar. Poles shall be grounded by permanently bonding the No.6 AWG solid ground wire to a separate ground rod and/or both grounding the pole and the ground electrode. Pole mounted accessories shall then be grounded to the pole. Connections to underground metallic conduit or down guys shall not be deemed sufficient for grounding purposes. No snap-on connections will be permitted.
A. GROUND ROD: Ground rods shall be installed in or adjacent to the traffic signal pole bases or controller cabinet bases to shield and protect the grounding system. Any ground rod without protection must be buried at least 50 mm below the finished ground level. Ground rods shall also be placed in all pull boxes adjacent to signal poles as shown in the details. Ground rods shall be 16 mm in diameter and shall be a minimum 2.4
789

647.15
m in length. Ground rods shall be copperweld. Single ground rods shall be driven vertically until the top of the rod is no more than 50 mm above the finished ground. A length of No. 6 AWG bare copper, solid wire shall be attached to the top of the ground rod with an acorn clamp or direct burial clamp and connected to the grounding lug or cabinet chassis ground. When controller cabinets are mounted on timber poles, they are to be grounded by a length of No.6 AWG solid copper wire attached to the ground rod with suitable ground rod clamps and the wire run up inside a minimum 19 mm rigid conduit attached to the timber pole to the chassis ground in the controller cabinet.
When sufficient penetration cannot be obtained in the above manner, a ground rod system consisting of three or more parallel ground rods shall be placed a minimum of 1.8 m center to center in a horizontal pattern with no more than 50 mm above the finished ground. This grounding system must produce a resistance of 5 Q or less. These rods shall be joined and connected to the grounding nut of the traffic signal base with No.6 AWG solid copper wire inside minimum 19 mm rigid conduit when controller cabinets are mounted on the timber poles.
B. GROUNDING FOR POLES: All wood poles shall have a ground wire installed. It shall be installed in such a manner as to minimize damage from natural abuse and vandalism. The ground wire shall be a minimum No.6 AWG solid copper wire bonded to the grounding electrode and extending upward to a point perpendicular to the uppermost span. Wire staples, utilizing a maximum spacing of 600 mm, shall be used to secure the ground wire to the pole. All span wire shall be bonded to the pole ground using split bolt connectors. The pole ground may be utilized for a pole mount cabinet. Grounding for signal strain poles shall conform to the Grounding Assembly Typical Erection Detail Sheet in the plans.
C. GROUNDING FOR CABINETS: All cabinet and cabinet conduits shall be permanently grounded to a multi-terminal main ground buss with a No.6 AWG solid copper wire bonded between the buss and grounding electrode. The power company neutral, conduit grounds and grounds of all equipment housed in the cabinet shall be connected to the buss-bar. Grounding to a permanent water system shall not be permitted in lieu of the driven ground rod. All grounding devices shall conform to the requirements of the National Electrical Code and NEMA.
647.15 SIGNAL POLES: Instructions for materials certification of signal poles are listed in Section 647.02 with additional information in Section 925.35 and 925.36 of the Supplemental Specification for Traffic Signal Equipment.
A. STRAIN POLES: All signal strain poles shall conform to Section 639 of the Standard Specifications. All caissons or foundations shall conform to the detail sheet, Construction Detail for Strain Pole and Mast Arm Pole Foundations in the plans and must be approved by the Office of Bridge and Structural Design without exception.
790

647.15
B. METAL POLES: The anchor bolts, reinforcing bars and ground rods shall be in accordance with Standard Specification 639 and 852 and shall be properly placed in the excavation. The anchor bolts shall be supported by a template providing the proper bolt circle for the pedestal or pole to be installed. The reinforcing bars shall be wired together and may be wired to the anchor bolts. Conduits in the base may be wired to the reinforcing bars for support and shall project the proper distance above and beyond the foundation. Prior to pouring concrete for the foundation, the Contractor shall determine that the orientation of the anchor bolts is correct so that the tensile load is divided between at least two anchor bolts. The concrete shall be poured and vibrated in the presence of the Engineer. Foundations for poles and pedestals and with the anchor type base shall conform to Sections 500 and 639 of the Standard Specification. Poles shall not be installed nor loaded without prior approval of the Engineer. The Engineer may, at his option, require the taking of a test cylinder of concrete as it is being poured. The cylinder shall be properly cured and then tested by the GDOT Office of Materials and Research. Failure of the concrete to meet the requirements of the Specifications shall result in notification to the Contractor that the foundations are not acceptable and must be replaced. After the poles are installed and the loading applied, they shall be inspected for plumb and, when applicable, for the proper horizontal position of the mast arm. The Contractor shall correct any deficiencies through the use of the leveling nuts on the anchor bolts, by adjustment of the mast arm, or both. The Engineer shall also examine the pedestals and poles for damage to the paint or galvanizing and shall require the Contractor to restore the finish coating where necessary. After the pole installation is approved by the Engineer, the Contractor shall finish the area between the base of the pole and the top of the foundation with a suitable grouting material. After erection is completed, steel poles and arms not galvanized shall be thoroughly cleaned, touched up as required with i-d red or original type primer and then the remaining coats shall be applied in accordance with the requirements of System V (Heavy Exposure) Section 535 of the Standard Specifications, unless otherwise indicated on the plans. If the finish on galvanized steel materials is scratched, chipped or otherwise damaged, the material will be rejected, or may, with the approval of the Engineer, be replaced as specified under Section 645 of the Standard Specifications. Under no circumstances shall the Contractor add any holes or openings to any metal pole or mast arm without approval from the Engineer or Office of Bridge and Structural Design. One pole at each intersection shall be provided with a service bracket for attachment of power service wire as specified on the detail sheet of
791

647.15
the plans. Poles to which controller cabinets are attached shall be installed with
necessary mounting plates, bolts, nipples and a minimum of two 50 mm threaded openings at the top and bottom of the pole. Fittings shall be attached to the poles as specified by the manufacturer on the plans or as directed by the Engineer. They may include a cast iron or aluminum cap, a weatherhead with chase nipples and couplings, a galvanized elbow with bushing installed by cutting pole and welding in place around entire circumference, or a 13 mm or 16 mm diameter by 1.8 m. long copper clad ground rod attached to the pole by a tap screw or weld fitting of No.6 AWG semi-hard drawn solid copper wire and a standard copper clad ground clamp
All spanwire attachments shall be made with a strandvise to an approved clevis device or another strandvise. All anchor bolts will be inspected and approved by the Office of Materials and Research and shall display the inspector's hammer stamp mark on the top of the bolt.
C. CONCRETE STRAIN POLES: Concrete strain poles shall meet the requirements of Section 639 of the Standard Specifications. In addition, concrete poles shall have threaded couplings to accept weatherheads, pedestrian head mounting hardware or utility service points as shown in the construction details.
D. MAST ARMS: In addition to the requirements of Sections 636 and 915 of the Standard Specifications, mast arms shall accommodate traffic signal mounting hardware and shall adhere to the manufacturer's recommended procedures. The addition of holes by the Contractor is prohibited. All openings shall be sealed to prevent the incursion of pests. The final alignment and position of mast arms shall allow the signal heads to hang plumb and at the correct height without the use of extensions.
E. PEDESTRIAN PEDESTALS AND POLES: Pedestals and poles shall be installed as required and where required by the Specifications and plans. A minimum of four anchor bolts shall be secured in a concrete foundation as shown in the construction detail. All wiring shall be contained inside the pole and no conduit will be allowed outside the pole except for the wiring to the pedestrian pushbutton. The pedestal pole shall be plumb and have sufficient height to provide the vertical clearance from the pedestrian head to the ground line as shown on the plans. The vertical clearance shall be 2.1 m The supplier shall furnish a mill certificate showing the alloy and physical properties of the steel used in fabricating the anchor bolts. In addition, the bolts may be subjected to a test of their tensile and shear strengths.
F. TIMBER POLES: Timber poles shall meet Section 861 and 861.02 of the Standard Specifications. All signal support poles shall be Class II. Class IV poles may be used for aerial loop lead-in or communication cable if
792

647.18
approved by the Engineer.
647.16 PULL BOXES: Pull boxes shall conform to Section 680.06 and to the Standard Detail drawings or plan detail sheet. Pull boxes shall be installed as required and where required by the Specifications and plans.
Excavations for pull boxes shall include provisions for drains as specified. The aggregate for the drain shall not be placed until the excavation has been approved by the Engineer. Precast pull boxes shall be set in place, leveled and conduits installed as required. After approval by the Engineer the back-filling shall be done and the frame and cover installed. If metal lids or covers are used, it is required that the lids be grounded.
647.17 TRAFFIC SIGNAL HEADS: Traffic signal heads shall be placed in accordance with the signal design and plan detail drawings. Any deviation from the plans must be in accordance with the MUTCD and have the approval of the Engineer.
All traffic signal heads placed over the roadway shall be installed to provide a minimum clearance of 5.2 m and a maximum clearance of 5.8 m. All signal heads on the same approach shall have the same vertical clearance. This may be accomplished through the use of extension mounting hardware. Any extension over 800 mm must be tethered at the bottom of the signal head using 6.4 mm spanwire wire and a breakaway tether plate or fitting. This clearance shall be measured from the pavement to the lowest part of the assembly, including brackets and back plates. Traffic signals mounted on the side of wood or metallic poles shall be mounted with a minimum clearance of 3.5 m above the sidewalk or pavement grade of the center of the highway whichever grade is higher.
The Contractor shall connect the signal cable to the wire in each signal head to provide the correct signal indication when the cables are connected to the controller cabinet back panel. Splicing of cables shall be allowed only in hand holes at the bases of poles or overhead in junction boxes.
All optically programmable CO.P.) signal heads shall be installed as shown on the plans, standard detail sheet and as directed by the manufacturer's requirements. All O.P. heads shall be mounted securely and/or tethered to limit movement. Masking of the lamp for directing visibility shall be accomplished under the supervision of the Engineer.
647.18 PEDESTRIAN SIGNAL HEADS: Pedestrian signal heads shall be installed on either wood, concrete or steel strain poles, wood or steel auxiliary poles, or metal pedestal poles. The pedestrian signal heads shall be installed as per the detail drawing and the intersection plan sheets and drawings. The vertical clearance from the bottom of the head to the ground level shall be 3 m unless otherwise specified by the Engineer. In no case shall the vertical clearance be less than 2.1 m.
A. PEDESTAL MOUNTS: Pedestal mounts shall be made with the lower supporting assembly consisting of a 102 mm slip-fitter bracket with hollow aluminum arms with a minimum inside cross-sectional area equal
793

647.19
to that of 38 mm pipe. Serrated locking devices which firmly and positively hold the signal heads in the required alignment shall be utilized.
B. POLE MOUNTS (SIDE OF POLE): Pole mounts shall be made with the upper and lower assembly consisting of a post arm, with a minimum cross-sectional area equal to a 38 mm pipe, and a post hub plate that matches the outside contour of the pole. The hubs shall be secured to metal and/or concrete poles with stainless steel bands, 19 mm wide, and to wood poles with lag bolts. The junctions shall be spaced such that each signal head can be directed toward approaching traffic as needed. Serrated locking devices which firmly and positively hold the signal heads in the required alignment shall be utilized. Side hinge or clamshell mounting hardware may be used as an alternate.
647.19 BLANKOUT SIGNS: The signs shall be securely fastened to a stationary structure or to a messenger strand support system. Where applicable, each sign shall be centered over the lane and/or lanes intended to be under sign control. The vertical clearance for blank-out signs shall be as shown on the plans or shall be as specified in Section 647.17. The bottom edge of each sign shall be horizontal as determined by a spirit level. Each sign shall be electrically connected, through terminal strips, to the external control box or cabinet.
647.20 FIELD TESTS: In addition to tests conducted previously during the installation process and prior to equipment turn on, the Contractor shall perform the following tests on all traffic signal circuits in the presence of the Engineer:
1. Continuity: Each circuit shall be tested for continuity. 2. Ground: Each circuit shall be tested for grounds.
If any tests fail, the circuit shall immediately be repaired. Any new signal shall operate in the flash mode for three (3) days prior to beginning stop and go operation unless otherwise directed by the Engineer.
647.21 OPERATIONAL TESTS: After the installation of all equipment and completion of the system checkout, the Engineer will notify the District Traffic Operations Engineer, in writing, to request final inspection. The District Signal Technicians will conduct an in-depth inspection and supply the Engineer with a written punchlist of items that need corrective attention from the Contractor within three (3) week days of the written notification. Upon satisfactory resolution of any defects, the District Traffic Operations Engineer will commence an operational test period of sufficient duration to demonstrate that each and every part of the system functions as specified and intended. The operational test for the traffic signal system shall consist of not less than thirty (30) days of continuous, satisfactory operation. If any component failure or unsatisfactory performance of the system develops; the condition shall be corrected and the test shall be repeated until the thirty (30) days of continuous satisfactory operation is obtained. The District Traffic Operations Engineer will furnish the Engineer and Construction
794

647.23
Office with a letter regarding the start, termination, suspension or successful completion of the operational test period. The District Traffic Operations Engineer may make a recommendation for payment only after the successful completion of the test period. Written acceptance of the signal installation must be obtained from the District Traffic Operations Engineer prior to final acceptance.
All costs incurred during the operational tests, including power consumption, shall be at the Contractor's expense and shall be included in the price bid for contract items.
647.22 TRAFFIC SIGNAL EQUIPMENT MAINTENANCE: Traffic signal equipment shall be maintained in proper operation, including existing signals until their approved removal, and newly installed signals until final acceptance. The Contractor shall be responsible for their continuous 24-hour operations. If for any reason a signal is not functioning properly, the Contractor shall commence work on this signal within two days of the date of the written notice from the Engineer requesting the Contractor to correct deficiencies. Failure to begin this work within the specified time will result in liquidated damages of $150.00 per calendar day, being charged against any monies due or which may become due the Contractor until such maintenance work is started. Such liquidated damages shall be in addition to those specified in Sub-Section 108.08 of the current specifications for Delay or Failure in completing the work within the specified time.
In the event the District Traffic Operations Engineer determines the failure to be an operational hazard, the Contractor will respond within twenty-four (24) hours of first being notified to take corrective action. Should the Contractor not respond within twenty-four (24) hours, liquidated damages of five hundred dollars ($500.00) per calendar day will be assessed plus the cost of time and material should the department elect to take corrective action using its own forces or local municipality forces.
647.23 TRAFFIC SIGNAL EQUIPMENT MODIFICATION AND REMOVAL: The signal equipment, design and operation shall not be modified without the permission of the Engineer.
The Contractor shall remove existing signal equipment not used in the final installation at the completion of the project or when the new signal equipment is operational. Any equipment removed shall be removed as carefully as possible, with minimum damage, and salvaged as directed in the plans. If the plans specify delivery to a facility of the Department, it will be the responsibility of the Contractor to provide an inventory on a property transfer form and to arrange a mutually agreeable delivery time. The cost of removal shall be included in the cost of contract items.
Typical signal related equipment removed for a project would include steel poles including foundation to 600 mm below ground level, timber poles, traffic signal controllers including foundation pad, and all original signal heads including messenger wire support.
Care shall be exercised in removing and salvaging electrical equipment so that it shall remain in its original form and existing condition.
795

647.24
The Contractor shall be required to replace, at no expense to the Department, any traffic signal equipment which is determined by the Engineer to have been damaged or destroyed by reason of the Contractor's operations. Existing material required to be relocated and found to be unsatisfactory by the Engineer shall be replaced by new material and the cost paid for as extra work.
647.24 STATE SUPPLIED EQUIPMENT: The Contractor shall pick-up State supplied traffic signal equipment from the District Field Office. The Contractor shall contact the District Traffic Operations Engineer by phone or correspondence within one week after receipt of the Notice to Proceed for arrangements to pick-up signal equipment.
The Contractor shall accept delivery of the state supplied equipment by signing the GDOT's Warehouse Issue Request Form 592 on the signature block titled RECEIVED BY. The Contractor will have ten (10) work days, after receipt of the equipment to inspect the equipment and perform any and all tests required to insure proper operation of the equipment. Upon completion of the Contractor performed tests, and prior to installation, the Contractor shall certify to the Engineer in writing that the State supplied equipment was received in good condition. If, at the end of the 10-day period, the Engineer has not received any written dissent, it will be understood that the Contractor has accepted the equipment to be in satisfactory working condition without defects. If the Contractor installs the equipment in the field without certification to the Engineer, this will be considered as acknowledgement that the condition of the equipment is satisfactory and shall constitute acceptance of the equipment by the Contractor. No additional payment will be made to the Contractor for the testing and storage of state supplied or Contractor furnished traffic signal equipment.
The Contractor shall notify the Engineer in writing, if any State supplied equipment is found to be defective. The Traffic Signal and Electrical Facility will replace any State supplied equipment that is found to be defective.
647.25 WARRANTIES AND GUARANTEES: The Contractor must provide all manufacturer's warranties or guarantees on all electrical, electronic or mechanical equipment furnished, except state supplied equipment. Warranties or guarantees are to be consistent with those provided as customary trade practices; or as otherwise specified in the plans, Standard Specifications, Supplemental Specifications or special provisions.
Manufacturer's and Contractor's warranties or guarantees, shall be transferred to the agency or user handling equipment maintenance, shall be continuous throughout their duration, and they shall state that they are subject to such transfer.
Acceptance or approval of the Contractor's work shall not constitute a waiver of warranties or guarantees where these are required by the Specifications.
647.26 MEASUREMENT: Items of traffic signals ofthe kind, size and type specified, complete and in place and accepted, will be measured in the
796

648.02

following manner:

A. Traffic Signal Installation: The signal installation will be paid for on a lump sum basis and shall include the furnishing of all labor, materials, tools, equipment and incidentals as required to complete the work unless otherwise specified in this Sub-Section.

B. Interconnect Wire: The number of meters of interconnect wire will be the actual number of linear meters of the size installed and accepted.

Highway signs will be measured and paid for under Section 636 and Strain Poles will be measured and paid for under Section 639 of the Standard Specifications.

647.27 PAYMENT: The price bid for all items of work covered by this Specification shall include the furnishing of all labor, materials, tools, equipment, and incidentals as required to complete the item of work. The cost of installation, operation, maintenance, and removal of the traffic signal equipment shall be included under this item.

Payment for various elements of traffic signals will be made in the following manner:

A. Traffic Signal Installation B. Interconnect, 6 pair,

Lump Linear Meters

PARTIAL PAYMENT: The Contractor may initiate a partial payment process for the Lump Sum traffic signal items by submitting a written request to the Are Engineer. The Are Engineer will either approve or deny this request. If approval is given, payment will be made as follows:

Underground (Loops, Pullboxes and Conduits)

30%

Overhead (Span, Heads, Poles, Pushbuttons)

30%

Cabinet, Contents and Base

30%

Successful Completion of Operational Test

10%

100%

SECTION 648-TRAFFIC IMPACT ATIENUATOR
648.01 DESCRIPTION: This Work consists of the furnishing and installation of impact attenuation devices in reasonably close conformity with the details and at the locations shown on the Plans. 648.02 MATERIALS: Materials used in the Attenuator shall meet the requirements of the following:
Type 1-Cell Sandwich-High Speed (70 kmlhr and Over)* Type 1-A-Cell Cluster-Low Speed (Up to 70 kmlhr)*
797

648.02
A. CELLS:
1. FLEXIBLE CELL CARTRIDGES FOR CELL SANDWICH TYPE ATTENUATOR: The cell cartridges shall have an outside diameter of approximately 140 mm. They shall be flexible and shall be provided in standard lengths of 600 mm, 750 mm, and 900 mm. The cartridges shall be made of vinyl coated nylon fabric (Shelter-lite style 3022-RG-0), or equal. The base fabric shall consist of 207 g/m2 of nylon and 543 g/m2 of vinyl to produce a total weight of 750 g/m2 It shall remain flexible and watertight in extremes of heat and cold. Hydrostatic resistance shall be 2070 kPa or better. An insert containing orifices to regulate the release of water shall be permanently glued into the open end.
a. In the nose of the Cell Sandwich Type Attenuator, Vinyl Wall Cells as described in Sub-Section 648.02.A.2 shall be used, except that each Unit shall be equipped with a Flexible Cell Cartridge Assembly suspended in the open end.
2. VINYL WALL CELLS FOR CLUSTER TYPE ATTENUATOR: The cells shall be hollow, vinyl plastic cylinders with 6 mm thick walls and a nominal outside diameter of 150 mm. The cells shall be 1 m long unless otherwise indicated on the Plans. An insert with orifices to regulate the release of water shall be permanently glued into the open end of the cells. The cells shall be high quality plastic specially formulated from high molecular weight homopolymer vinyl resins combined with the appropriate plasticizers. The plasticizers shall produce a vinyl possessing high strength and flexibility in both high and low temperatures. Ultra-violet stabilizers, heat stabilizers, antibacteriological agents, and other additives shall be utilized to give maximum protection and long life in outdoor environments.
*kmlhr shown are for general information and may change due to actual design conditions.
B. FASTENERS FOR CLUSTER TYPE ATTENUATOR: The Fasteners shall be adequate length, self-drilling, heat-treated sheet-metal screws (no. 14, Hexagonal Head), and speed nut-washer combination units that are cadmium plated or hot-dip galvanized. The cells shall be joined at top and bottom to adjacent or adjoining cells as required by the design. Attachments to the structural backing system can be accomplished with straps and fasteners specified above; as shown on the drawings, or as recommended by the manufacturer.
1. OTHER TYPES: Other types of fasteners such as nuts and bolts, when required, shall be commercial grade, galvanized or zinc plated steel.
C. ORIFICE INSERTS AND EVAPORATION-CONTROL CAPS: The insert-cap combination units are made of the same quality vinyl plastic as specified above for the cells. The caps shall be permanently attached to the inserts with an adhesive capable of adequately bonding these parts together. The orifice sizes will be determined from the design
798

648.02
requirements, and the orifice insert shall be permanently bonded to the cell with a vinyl adhesive as recommended by the manufacturer.
D. MISCELLANEOUS METALWORK: Metal parts shall be ASTM A 709 M Gr250 or Merchant Quality-M-1020 unless otherwise specified and shall be hot-dip galvanized or painted, or both, to protect against corrosion.
E. WIRE ROPE: The two 22 mm wire ropes shall be preformed galvanized 6 x 19 wire ropes with independent wire cores. The four pull out wire ropes shall be furnished by the manufacturer and shall be 10 mm galvanized, flexible 175mm X 300 mm wire ropes, or approved equal. Wire rope shall meet the requirements ofASTM 741 type 2.
F. DIAPHRAGMS, FENDER PANELS, AND.INTERIOR PANELS:
1. Diaphragms shall have a nominal thickness of 38 mm and shall be coated on both sides with fiberglass.
a. Diaphragms and Fender Panels shall be designed by the manufacturer to meet the necessary strength requirements of the unit.
b. Fender Panels may vary in thickness from 19 mm to 32 mm and shall be coated on both sides with fiberglass.
2. The Interior Panels shall be overlaid plywood. The edges shall be sealed and painted for further protection.
G. COLOR: The attenuator shall be painted yellow by the manufacturer. The fender panels shall be painted yellow with a 150 mm reflectorized vertical white stripe along the outer edge of each panel, in accordance with the Plan details.
H. SAFETY FLEX BELT: Cell clusters and nose section of cell sandwich units shall have a safety flex belt wrapped around the cells. The belt generally is 750mmhigh. The belt shall be made of polypropylene cloth and resins combined together so as to distribute loads vertically yet permit deflections readily in a longitudinal or transverse direction. The belt shall be fastened to the backup or to other sections of belt or to fender panels with 13 mm diameter carriage bolts.
1. Concrete Work, Anchors, and Back-up Assemblies shall be constructed in accordance with the Plan details and the Manufacturer's recommendations.
TYPE 2. SAND LOADED MODULES-CYLINDRICAL DRUMS:
A. CYLINDER WALLS: Cylinder walls shall be made of high-density polypropylene structural foam or equal material. Each cylinder shall have a nominal diameter of 900 mm and a height as shown on the Plans. Cylinders shall be joined together in accordance with the manufacturer's instructions. Pop-rivets will be permitted.
B. LIDS: Lids shall be polyethylene material with a thinner wall thickness than cylinder walls. Lids shall be made for a tight press and snap fit into the module.
799

648.03 .

C. CORE: Core shall be of polystyrene or equal material and shall be of the appropriate height, installed in accordance with the manufacturer's instructions.

D. RIVETS: Rivets shall be AD 612 BSLF with 13 mm diameter washers, with approximate weight of 4.5kg/1000 rivets.

E. SAND: Sand for Type 2 Attenuators shall be a high grade washed and dried silica sand conforming to the following gradation:

Material Passing 2.00 mm Sieve Material Passing 300 pm Sieve

90-100 Percent by Weight 0-5 Percent by Weight

Five percent salt shall be added to the sand to prevent freezing.

F. COLOR: The color shall be yellow unless otherwise specified.
TYPE 2A. SAND LOADED MODULES-STABILIZER DRUMS WITH WINE GLASS SHAPED INNER CONTAINERS:
A. STABILIZER AND INNER CONTAINER WALLS: Stabilizer and inner container walls shall be made of high-density expanded polyethylene structural foam or equal material. Each stabilizer and inner container shall be molded in one piece. The stabilizer shall be 900mm 8 mm high with an outside diameter of 900 mm 8 mm at the top and 825 mm 8 mm at the bottom. The wine glass shaped inner container shall be 900 mm 8mm high and in sizes designed generally to contain 90, 180, and 320 kg sand masses or other amounts as determined by the Engineer. The stems' heights are designed to ensure that the center of gravity of each module is at the proper elevation to control the attitude of impacting vehicles. The inner containers shall be placed inside of stabilizers in an array, and like the stabilizer shall also shatter upon impact. Wall thickness for both stabilizer and inner container shall be 8 mm 2 mm.

B. LIDS: Lids shall be black and of the same material and of the same thickness as the walls. The lid shall be made for a tight fit and to clamp securely over the horizontal lid on the top of the container. The Material for stabilizers, inner containers, and lids shall be durable and weatherproof. The stabilizers and lids shall be formulated to resist deterioration from the ultra-violet rays.

C. SAND: Sand for Type 2-A Attenuators shall be the same as specified for Type 2.

D. COLOR: The color shall be yellow unless otherwise specified.

NOTE: The Contractor may substitute Hex Foam Sandwich Crash Cushion for either the water or solid filled cylinders.

648.03 CONSTRUCTION AND FABRICATION: Traffic impact attenuators shall be of the type shown, installed in accordance with the manufacturer's recommendations, and conforming with the details shown on the Plans.
Site Preparation Work, including concrete and other items to be removed and replaced, shall be completed prior to the installation of the attenuator unit. The attenuator assembly shall be installed by experienced workers.

800

648.04
When any cable, strap or other device is to be attached to an existing pavement, bridge or other structure, the work shall be carefully done by experienced workers.
TYPE I and TYPE IA CELL SANDWICH AND CELL CLUSTER:
Vinyl Wall Cells shall be used in the nose portion of type I and in type 1A. Flexible cell cartridges shall be used in the cell sandwich portions of Type 1 attenuator, placed according to the Plan details.
Installation shall be in accordance with the manufaturer's recommendations and with the Plan details. Installation shall also include filling the cells with water containing sufficient antifreeze (calcium chloride 78% flake or ethylene glycol) to prevent freezing to -39 C. (443 gil.). Calcium chloride shall not be used in attenuators mounted on structures.
The cells shall be fastened together at the top and bottom in accordance with the manufacturer's recommendations. Concrete portions of the attenuator shall be in accordance with the Plan details. Standard anchors, clips, straps, or other incidentals to mount the attenuator shall be provided by the manufacturer.
TYPE 2 AND TYPE 2A SAND LOADED MODULES:
The assembly of all parts of the completed module including filling with sand shall be in the sequence and according to the recommendations of the manufacturer. The weight, height, and location of each module and overall arrangement of each installation shall be as shown on the Plans. The bottom disc shall be used when Type 2 Modules are placed on soft ground or when directed by the Engineer.
The modules shall be placed in such a manner and sequence that the modules will remain in their final position after filling with sand material. The location and weight of each module shall be marked for easy replacement on the bearing surface.
After the modules are set and filled with sand, each lid for Type 2 Attenuator shall be drilled at 4 equidistant points and pop riveted in place to prevent loss or theft.
When Type 2 Modules are placed on sloping areas which are subject to extreme vibration, steel half-ring locators may be necessary to prevent serious displacement. Such cases will be appropriately noted on the Plans and halfring locators shall be installed on the side of the downward slope, in accordance with the manufacturer's recommendations.
When Type 2-A Modules are placed on surfaces subject to vibration (i.e., bridge decks), or on slopes, a 8 mm x 2 mm thick stem block, with a 150 mm diameter hole in the center to hold the stem of the inner container in place shall be fastened to the surface to prevent movement of the module.
648.04 MEASUREMENT: Each Traffic Impact Attenuator (Array) of the Type specified complete in place and accepted at its location (No.~ will be measured by the unit, including all components, hardware, anchors, incidentals, freeze treated water or sand, and labor for each installation shown on the Plans.
Site Preparation Work, as described under that portion of Sub-Section 648.03, will be measured and paid for separately under the respective items
801

648.05

involved unless otherwise specified.
648.05 PAYMENT: Traffic Impact Attenuator measured in accordance with SubSection 648.04, will be paid for per each, which payment will be full compensation for all materials, labor and incidentals necessary to complete the Item.

Payment will be made under: Item No. 648. Traffic Impact Attenuator Array, Type 1, No._ _ Item No. 648. Traffic Impact Attenuator Array, Type I-A, No._ _ Item No. 648. Traffic Impact Attenuator Array, . Type 2, No._ _ Item No. 648. Traffic Impact Attenuator Array, Type 2-A, No._ _

per Each per Each per Each per Each

SECTION 649-CONCRETE GLARE SCREEN

649.01 DESCRIPTION: This work shall consist of erecting a Portland Cement Concrete Glare Screen to the height and dimensions specified on the Plans on top of concrete median barrier in accordance with these Specifications.

649.02 MATERIALS: All materials shall be in accordance with the applicable portions of Section 621-Concrete Barriers-Special Design and the Plan details.

649.03 CONSTRUCTION: After the median barrier has been cast, and while the concrete is still plastic, "D" bars shall be inserted into the fresh concrete as indicated on the Plans. After the median barrier concrete has reached a compressive strength of 15 MPa or an age of seven days, a second course of barrier, of the dimensions indicated on the Plans, shan be placed on top of the first course, and finished and cured in accordance with the methods used on the initial course.
As an alternate to inserting the "D" bars in the plastic concrete, when the median barrier concrete has reached a compressive strength of 15 MPa, the Contractor may drill holes for the "D" bars and epoxy them in place.

649.04 MEASUREMENT: Concrete Glare Screen will be measured for payment in linear meters of accepted work of each specified height. The surface measurement will be made along the top of the Glare Screen.

649.05 PAYMENT: This work, measured as specified above, win be paid for
at the Contract Unit Price bid per linear meter for each specified height. Such payment shall be full compensation for furnishing all materials and for performing the Work.

Payment will be made under: Item No. 649. Concrete Glare Screen (HeieNL

per Linear Meter

802

650.02
SECTION 65O-GUARDRAIL IMPACT ATTENUATOR
650.01 DESCRIPTION: This Work consists of furnishing and installing guardrail impact attenuator in reasonably close conformity with the details and at the locations shown on the Plans and in accordance with the manufacturer's instructions.
650.02 MATERIALS: The manufactured materials for each type crash cushion shall conform to the most current specifications and details recommended by the manufacturer of the crash cushion designated for use, except as otherwise specified herein.
All miscellaneous metalwork for the crash cushion shall be fabricated from ASTM A 709 Gr 36 steel unless otherwise specified, and, with the exception of the components of the Portable Attenuator platform, shall be hot-dipped galvanized in accordance with ASTM A 123. All welding shall be done by or under the direction of a certified welder.
The diaphragms and fender panels for the crash cushion shall be made of 10 gauge steel "T' beam guardrail sections, hot-dipped galvanized, after fabrication, in accordance with ASTM A 123. Diaphragms and fender panels shall conform to the manufacturer's specifications. Marking of beam elements shall be in accordance with Section 859.
The cartridges shall consist of a lightweight, crushable, energy absorbing configuration of two (2) foam impregnated paper honeycomb and steel honeycomb billets. These shall be configured to absorb the energy of an impacting vehicle. The billets shall be enclosed in a debris bag. This shall then be encased in a black polyethylene cartridge box which is built to resist exposure to highway elements such as rain, sun, dirt, etc.
The cartridge box shall be weather resistant and equipped with handles for easy installation. The cartridge boxes shall be marked with a number for identification purposes. The attenuator shall be equipped with cartridge mounting brackets.
The restraining chains shall be 13 mm proof coil chain which has a working load limit of 2041 kg, galvanized, in accordance with ASTM A 153.
The restraining cable shall be 22 mm diameter, 6 x 19 galvanized steel wire rope made from improved plow steel with a load limit of over 28 213 kg. The front two diaphragms of a three bay portable (Type A) attenuator and the front two diaphragms of a four bay or longer stationary (type B) attenuator will be required to be restrained with one cable. The cable shall run along the longitudinal axis of the attenuator and shall be installed and anchored at the front and rear of the attenuator in accordance with the manufacturer's specifications.
All fasteners including bolts, nuts, and washers, used in the fabrication of the attenuators, shall be commercial quality "American National Standard" unless otherwise specified.
The Guardrail Impact Attenuator shall not exceed a dead load of 317 kg/m2.
Debris caused from impacts shall be retained in the replacement cartridge assembly.
803

a~
00
~

PARTS LIST

ITEM STOCKING I DESCRIPTION

1

Cartridge Box

0)
o01
I REQD ~

2

Debris Containment

3

Hex-Foam Billet

4

Bottom (Cartridge Box)

5

Staple

6

Nylon Strap

7

Pop Rivet

650.03
The approach end of the attenuator shall be equipped with a reflectorized object marker in accordance with Plan details.
The nose cover shall be made from high-density polyethylene plastic. The color of all nose covers shall be an approved yellow.
The 150 mm reinforced concrete pad shall be constructed of Class "A" concrete to the dimensions shown on the Plans.
All Guardrail Impact Attenuators shall have a back-up system as designated in Sub-Section 650.03.
If either side of the attenuator is subject to traffic which flows from the back toward the nose of the attenuator, the exposed rear panel of the attenuator will require a deflector vane as specified by the manufacturer.
For Portable Impact Attenuators, a portable platform shall be provided consisting of(1) two parallel angles attached to restraining chains and the backup; (2) two parallel channels to aid in lifting, to secure the restraining cable at the front and rear of the platform; and (3) eight lifting lugs for lifting the unit.
650.03 DESIGN DATA TABLE:

Attenuator Length 1. 3.580 m
2. 6.325 m

TYPE A-PORTABLE

Number of Bays

Width of Bay

3

762 mm

6

Back-Up System
(t) tension strut back-up

Attenuator Length
1. 4.496 m 2. 5.410m 3. 6.325 m
4. 7.239 m
5. 8.153 m 6. 9.068 m 7. 9.982 m

TYPE B-STATIONARY

Number of Bays

Width of Bay

4

a.61Omm

5

b. 762 mm

6

c.914mm

7

8 9 10

Back-Up System
(c) concrete (f) wide-flange (s) normal median
barrier steel (t) tension strut
steel

Type A-T( ) or Type B-T( ) shall be installed, when required for twoway traffic operation, if one side of the attenuator is subject to traffic flow from back to nose of attenuator. Type A-N( ) or Type B-N( ) shall be installed where no deflection devices are required.
EXAMPLE: B-3-b-T(s) would designate a stationary attenuator 6.325 m long and 762 mm wide with 6 bays designed for two-way traffic operation with a normal median barrier backup.
A-1-b-N-(t) would designate a portable attenuator 3.581 m long, 762 mm wide, no deflectors, and a tension strut backup.

805

650.04

Various deflector vanes are available to meet different transition requirements in bidirectional traffic situations.
Deflector vanes shall be in conformance with Plan details and Engineer's approval.

650.04 CONSTRUCTION: The Contractor shall submit, for approval by the Engineer, detailed installation drawings that accurately depict all details necessary for completing the installation. Work shall not be permitted to begin
on the crash cushion construction until the drawings have been approved by the Engineer. The Contractor shall also furnish such items as manufacturer's brochures or specifications that completely outline the manufacturer's current recommendations for materials and installation methods.
All workmanship and materials shall be subject to the approval of the Engineer.
The portable units shall be installed, moved, reinstalled, and maintained as required. In the event these units are not to be left in place, they shall be delivered in acceptable condition to the location designated on the Plans and become the property of the Department.
The efficiency of the attenuator depends upon the anchor bolts staying in place during impact. Extreme care shall be taken to ensure their proper installation. The anchor bolts may be imbedded in new concrete. In existing
concrete, expansion anchor bolts or polyester bonded anchor bolts shall be used.

650.05 MEASUREMENT: Each Guardrail Impact Attenuator specified, complete in place and accepted at its location, will be measured by the unit for each type indicated on the Plans and detailed in Sub-Section 650.03 including all components, hardware, anchors, incidentals, concrete or steel platforms,
and labor for each installation shown on the Plans. Portable units will be measured for payment only once no matter how
often they are moved.

650.06 PAYMENT: Guardrail Impact Attenuators, measured in accordance with Sub-Section 650.05 will be paid for per each type specified, which payment will be full compensation for all materials, labor, and incidentals necessary to complete the Item including installing, moving, reinstalling, maintaining, and delivering Portable Units as required.

Payment will be made under: Item No. 650. Guardrail Impact Attenuator (Type)

per Each

SECTION 651RAISED TRAFFIC BARS
651.01 DESCRIPTION: This Work shall consist of furnishing and placing Raised Traffic Bars of the type and at the locations called for in the Plans. The bars shall be in accordance with Plan details.
651.02 MATERIALS: All materials shall conform to the requirements of the applicable Specifications.
Reference is made to the following:

806

651.03

Adhesive (Epoxy Resin) Concrete, Class A, Air Entrained

Section 886 Section 500

651.03 CONSTRUCTION METHODS:

A PRECASTING:

1. CONCRETE: Concrete materials, and the mixing and placing of concrete shall conform to the requirements of Section 500 for Class A, Air Entrained.

2. FORMS: Forms shall meet the requirements of Section 500. Inside of forms shall be accessible for tamping and vibrating the concrete.

3. FINISH: Unless otherwise specified on the Plans, bars shall be finished in accordance with the requirements of Sub-Section 500.13, Type IVFloated Surface Finish-unbroomed-for the unformed areas and Type I-Ordinary Surface Finish for the formed areas.

4. CURING: Bars shall be cured in accordance with the requirements of Sub-Section 500.12 except that curing compound shall not be used on the bottom surfaces.

B. INSTALLATION: Bars shall be cemented to the pavement with epoxy resin type IR or IS adhesive. Type IR shall be used when the pavement temperature is between lOoC and 15C, or when traffic conditions require a rapid set. Type IS shall be used at temperatures above 15C when traffic conditions permit. Bars shall not be placed at temperatures below lOoC The portion of the highway surface to which the bar is attached by the adhesive shall be free of dirt, curing compound, grease, oil, moisture, loose or unsound layers and any other material which would adversely affect the bond of the adhesive. Cleaning shall be done by sandblast cleaning on all pavement surfaces. The adhesive shall be placed uniformly on the cleaned pavement surface or on the bottom of the bar in a quantity sufficient to result in complete coverage of the area of contact of the bar with no voids present and with a slight excess after the bar has been set in place. All bars shall be cemented to ,the pavement within 10 minutes after the start of mixing of anyone batch of adhesive. The bar shall be placed in position and pressure applied until firm contact is made with the pavement. Excess adhesive around the edge of the bar shall be immediately and completely removed with a clean, absorbent cloth. The use of thinners or solvents of any type for this purpose is prohibited. The bar shall be protected against impact until the adhesive has hardened to the degree designated by the Engineer. The specified adhesive requires that mixing operation and placing of the bar be done rapidly. The pot life of the adhesive may be prolonged by cooling after mixing the components or by spreading it out in a thin layer on a board before application. Any mixed batch of adhesive which becomes viscous because of its acquiring a partial set such that the bar cannot be pressed into place with the adhesive readily extruding from the edges shall not be used.

807

651.04

Immediately prior to mixing, each component of the adhesive (Package A and B) shall be thoroughly redispersed by stirring. Any material that
cannot be readily redispersed shall be rejected. After redispersement, one volume from Package A shall be mixed with one volume from Package B until a uniform color without visible streaks of either component is obtained.
When an approved fast setting adhesive is used, the components shall be mixed by a 2-component type automatic mixing and extrusion apparatus, and the bars shall be placed immediately after the adhesive has been mixed and extruded.
No adhesive shall be heated above 49QC.

651.04 MEASUREMENT: Raised Traffic Bars of the type specified complete in place will be measured by the linear meter along the bottom front face of the bar.

651.05 PAYMENT: Raised Traffic Bars will be paid for at the Contract unit price per linear meter measured as specified above. Such payment will be full compensation for furnishing and installing the bar.

Payment will be made under: Item 651. Raised Traffic Bars, Type_ _

per Linear Meter

SECTION 652-PAINTING TRAFFIC STRIPE

652.01 DESCRIPTION: This work shall consist of furnishing and applying reflectorized Traffic Line Paint in accordance with Plan requirements and these Specifications. Painted Stripes shall consist of either solid or broken (skip) lines of the color and at the location designated on the Plans.
Skip Traffic Stripes consist of painted segments between unpainted gaps in a designated sequence with a ratio of 1:3 (3 m segment and 9 m gap). The location and color will be as designated on the Plans.
This Item shall also include the application of words and symbols in accordance with Plan details, the provisions of the Specifications, and the requirements ofthe current "Manual on Uniform Traffic Control Devices."

652.02 MATERIALS: Materials for painting Traffic Stripe, and Words and Symbols shall meet the following requirements:

Traffic Line Paint 4A and 4B Glass Beads for Use in Luminous Traffic Lines:

870.03 913.02

652.03 EQUIPMENT: The traveling traffic stripe painter shall be adaptable to traveling at a uniform, predetermined rate of speed both uphill and downhill in order to produce a uniform application of paint. The paint machine shall be of the spray type, capable of satisfactorily applying the paint under pressure with a uniformity offeed through nozzles spraying directly upon the pavement. Each machine shall be capable of applying three separate stripes, either solid or skip, in any specified pattern by utilizing 3 adjacent spray nozzles at the same time. Each paint tank shall be equipped with a mechanical agitator. Each nozzle shall be equipped with satisfactory cutoff valves which will apply

808

652.04
broken or skip lines automatically. Each nozzle shall have a mechanical bead dispenser that will operate simultaneously with the spray nozzle and distribute the beads in a uniform pattern at the rate specified. Each nozzle shall also be equipped with suitable line guides consisting of metallic shrouds or air blasts.
Hand painting equipment shall consist of suitable brushes, templates and guides necessary to produce satisfactory results.
Cleaning equipment shall consist of the necessary brushes, brooms, scrapers, grinders, high pressure water jets and air blasters required to satisfactorily remove all foreign matter, from the surfaces to be painted, without damage to the underlying pavement.
The traveling traffic stripe painter shall also be equipped with paint meters which will indicate the amount of paint dispensed from each tank. Small, portable applicators or other special equipment may also be required.
652.04 CONSTRUCTION:
A. CLEANING OF SURFACE: All surfaces to be painted shall be thoroughly cleaned of all dust, dirt, grease, oil and all other foreign matter before application of the paint.
B. ALIGNMENT: Traffic stripes shall be of the length, width and placement specified. On sections where no previously applied markings are present, the Contractor shall establish control points satisfactory to the Engineer, spaced at intervals that will ensure accurate locations of the stripe.
C. APPLICATION: Traffic Stripe paint shall be applied by machine except for special areas and markings that are not adaptable to machine application, in which case hand application will be permitted. No paints shall be applied to areas of pavement when: (1) any moisture or foreign matter is present on the surface; (2) the air temperature in the shade is below 5C; or (3) wind conditions are such as might cause dust to be deposited on the prepared areas or to prevent satisfactory application of the paint and beads. Traffic Stripe paint shall be thoroughly mixed in the shipping container before placing in the machine tank. The paint machine tanks, connections and spray nozzles shall be thoroughly cleaned with the appropriate solvent before starting each day's work. The minimum wet film thickness for all painted areas shall be 0.38 mm. The minimum rate of application for 100 mm width traffic stripe shall be as follows:
Solid Traffic Stripe Paint Rate of application-47 liters per km, minimum
Skip Traffic Stripe Paint Rate ofapplication-12 liters per km, minimum (Note: Change minimum rate proportionately for varying width of stripe.)
809

652.05
Immediately following the application of the paint, a uniform application of glass beads shall be applied at a minimum rate of 700 g of beads to each liter of paint.
D. PROTECTIVE MEASURES: When painting is done under traffic, the Contractor shall furnish and place all warning and directional signs necessary to direct, control and protect the traffic during the striping operations. Warning signs shall be set up before the beginning of each operation and extra signs shall be kept well ahead of the painting equipment. When necessary, a pilot car shall be used to protect both the traffic and the painting operation. The freshly painted stripe shall be protected by cones or other satisfactory devices. All stripe damaged by traffic, or pavement marked by traffic crossing wet paint, shall be repaired or corrected as specified in Sub-Section 652.04.F.
E. TOLERANCE AND APPEARANCE: No stripe shall be less than the specified width. No stripe shall exceed the specified width by more than 15 mm. The length of the 3 m painted segment for skip stripe may vary plus or minus 300 mm, and the 10 m gap between segments may vary plus or minus 300 mm. The alignment of the stripe shall not deviate from the intended alignment by more than 25 mm on tangents and on curves up to and including one degree. On curves exceeding one degree, the alignment of the stripe shall not deviate from the intended alignment by more than 50mm. Continued deviation from stated dimensions will be cause for stopping the Work and removing the nonconforming stripe. All stripes and segments of stripes shall present a clean-cut, uniform and workmanlike appearance. All markings which fail to have a uniform, satisfactory appearance, either day or night, shall be corrected at the Contractor's expense.
F. CORRECTIVE MEASURES: All work shall be subject to application rate checks for both paint and beads. All traffic stripe which falls to meet the Specifications, permissible tolerances and appearance requirements, or is marred or damaged by traffic or from other causes, shall be corrected at the Contractor's expense. All misted areas, drip and spattered paint shall be removed to the satisfaction of the Engineer. In all instances, when it is necessary to remove paint it shall be done by means satisfactory to the Engineer, which will not damage the underlying surface of the pavement. Reference is made to the applicable portions of Section 656. When necessary to correct a deviation which exceeds the permissible tolerance in alignment, that portion of the stripe so affected shall be removed plus an additional 8 m in each direction, and a new stripe then painted in accordance with these Specifications. Removal shall be in accordance with Section 656.
652.05 ACCEPTANCE: All sections of painted stripe, words and symbols which have dried to the extent that the paint will not be picked up or marred by the tires of vehicles, and which have been placed in reasonably close conformity
810

653.01

with the Plans and Specifications, will be accepted, and the Contractor will be relieved of the responsibility of maintenance on such sections.

652.06 MEASUREMENT: Traffic Stripe, complete in place and accepted will be measured for payment as follows:
Solid Traffic Stripe of the color and width specified will be measured by the linear meter, linear kilometer, or square meter as specified. Breaks or omissions in solid lines or stripes at street or road intersections will not be measured for payment.
Skip Traffic Stripe of the color, width and spacing shown on the Plans will be measured by the gross linear meter or gross linear kilometer as specified. The unpainted spaces between the stripes will be included in the overall measurements so long as the Plan ratio of 1:3 remains uninterrupted. Measurement will begin and end on a stripe.
When Traffic Stripe is to be paid for by the square meter, the actual number of square meters painted will be measured, and the space between stripes will be included in the overall measurement.
Pavement Markings, Words and Symbols, of the color specified, complete in accordance with Plan dimensions will be measured by the unit.
Linear measurements will be on the painted surface and may be made by electronic measuring device attached to a vehicle. Chord measurements not to exceed 30 linear meters will be used on curves.

652.07 PAYMENT: Payment in each case as specified above shall be full compensation for the work under this Section, the cleaning and preparing of surfaces, furnishing of all materials, including paints, beads, and thinners; the application, curing and protection of the paints, the protection of traffic including necessary warning signs; the furnishing of all tools, machines, and all other equipment necessary to comp1ete the Item.

Payment will be made under:

Item No. 652. Solid Traffic Stripe, _ _mm, (Color)

CWidth)

per Linear Kilometer

Item No. 652. Skip Traffic Stripe, _ _mm, (Color)

CWid.th)

per Gross Linear Kilometer

Item No. 652. Solid Traffic Stripe, _ _mm, (.Qcl.Qr) ...per Linear Kilometer

Item No. 652. Skip Traffic Stripe, _ _mm,

(Color)

per Gross Linear Meter

Item No. 652. Pavement Markings, Words and Symbols,

(QQ1Qr)

per Each

Item No. 652. Traffic Stripe, _ _mm, (.Qcl.Qr)

per Square Meter

SECTION 653-THERMOPLASTIC TRAFFIC STRIPE
653.01 DESCRIPTION: This work shall consist of furnishing and applying thermoplastic reflectorized pavement marking compound that is sprayed on the pavement by mechanical means and which, upon cooling to pavement temperature, produces a reflectorized pavement marking in accordance with Plan details and locations; in general conformity with these Specifications; and

811

653.02
in accordance with the provisions of the "Manual on Uniform Traffic Control Devices."
Thermoplastic Traffic Stripe shall consist of solid or broken (skip) lines, words and/or symbols of the type, color and at the locations shown on the Plans. It is the intent of these Specifications that short lines which are defined to be crosswalks, stop bars, arrows, symbols, and crosshatching shall be extruded. All other lines, unless otherwise specified, shall be sprayed.
653.02 MATERIALS:
A. GENERAL CHARACTERISTICS: The compound shall not deteriorate upon contact with sodium chloride, calcium chloride or other chemicals used to prevent formation of ice on roadways or streets, or because of the content of pavement materials, or from petroleum droppings from traffic. In the plastic state, the material shall not give off fumes which are toxic or otherwise injurious to persons or property. The material shall not break down or deteriorate if held at the plastic temperature. The temperature versus viscosity characteristics of the plastic material shall remain constant through up to four reheatings, and shall be the same from batch to batch. There shall be no obvious change in color of the material as the result of up to four reheatings, or from batch to batch. To ensure the best possible adhesion, the compound as specified, shall be installed in a melted state at the temperature recommended by the manufacturer, but not less than 190C, and the material shall not scorch or discolor if kept at this temperature for up to four hours.
1. MATERIAL COMPOSITION: The binder shall consist of a mixture of synthetic resins at least one of which is solid at room temperature. The total binder content of the thermoplastic compound shall be not less than 15% nor more than 35% by weight. The fillers shall be a white calcium carbonate or equivalent filler with a compressive strength of 34.5 MPa. The pigmented binder shall be well dispersed and free from all skins, dirt, foreign objects, or such ingredients as will cause bleeding, staining, or discoloration.
2. SUITABILITY FOR APPLICATION: The thermoplastic material shall be a product especially compounded for traffic markings. The markings shall not smear or spread under normal traffic conditions at temperatures below 49C The marking shall have a uniform crosssection. Pigment shall be evenly dispersed throughout the material. The density and character of the material shall be uniform throughout its thickness. The stripe shall maintain its original dimensions and placement. The exposed surface shall be free from tack and shall not be slippery when wet. The material shall not lift from the pavement in freezing weather. Cold ductility of the material shall be such as to permit normal movement with the road surface without chipping or cracking.
3. DRYING TIME: The drying time shall not exceed a characteristic straight line curve, the lower limits of which are one minute at lOoC, the
812

653.02
upper limits of which are fifteen minutes at 32C, both temperatures measured at a maximum relative humidity of 70%. After application and proper drying time, the material shall show no appreciable deformation or discoloration under local traffic conditions at a road temperature ranging from -29QC to 60C.
4. COLOR: White thermoplastic material shall contain a minimum of 8% titanium dioxide and, after setting, shall be pure white and free from dirt or tint. Yellow reflectorized thermoplastic material shall be "Federal Yellow" in color. The material shall not change its color and brightness characteristics after prolonged exposure to sunlight.
5. REFLECTORIZATION: During manufacture, reflectorizing glass spheres shall be mixed into the material to the extent of not less than 16 percent by weight using glass spheres having a minimum refractive index of 1.65 or not less than 25 percent by weight using glass spheres having a minimum refractive index of 1.50. Glass spheres shall also be automatically applied to the surface of the installed stripe at a minimum uniform rate of 700 g of glass spheres to every square meter of line. For motorized equipment used to apply long lines, the glass spheres shall be expelled from a pressure type gun which will embed them into the thermoplastic material for at least 1/2 their diameter immediately after it has been applied to the pavement.
B. PHYSICAL REQUIREMENTS OF THERMOPLASTIC:
1. COLOR: The white compound shall be pure white and free from dirt or tint. As demonstrated by a standard color difference meter such as the Gardner Color Difference Meter, the material shall show deviations from a magnesium oxide standard not greater than the following:

Scale

Definition

Magnesium Oxide Standard, Sample

Rd

Reflectance

100

a

Redness-Greenness

0

b

Yellowness-Blueness

0

70 min. -5 to + 5 -10 to + 10

The color of the yellow compound shall be equal to standard color chips, using Federal Test Method Standard 141, Method 4252.

2. COLOR RETENTION: Retention of the initial color shall be determined as follows: Specimens shall be prepared and tested from samples submitted in accordance with ASTM: D 620. The ultraviolet light source shall be as specified in the test procedure, or may be a 275watt sunlamp, with a built-in reflector. After 100 hours of exposure the test specimens shall show no perceptible color change when compared with an unexposed specimen.

3. WATER ABSORPTION: Materials shall have no more than 0.5% by weight of retained water when tested by ASTM: D570, procedure (a).

813

653.02
4. SOFTENING POINT: Materials shall have a softening point of not less than 79C as determined by ASTM: E 28.
5. SPECIFIC GRAVITY: Specific Gravity of the thermoplastic compound at 25C shall be from 1.9 to 2.5.
6. IMPACT RESISTANCE: The impact resistance shall not be less than 1.13 Nm at 25C after the material has been heated for four hours at 204C and cast into bars of 625 mm2 cross-sectional area, 75 mm long and placed with 25 mm extending above the vise in a cantilever beam (Izod type) tester using the 2.82 Nm scale. This instrument is described in ASTM: D 256.
7. INDENTATION RESISTANCE: The reading of the Shore Durometer, Type A2, as described in ASTM: D 2240 shall be not less than the amounts specified below when the material is tested after heating for four hours at 204C and cooled to the following temperature:

Temperature

Reading

25C

88

8. LOW TEMPERATURE STRESS RESISTANCE: The Contractor shall furnish sample test blocks coated with the compound by the same method as is to be used in the actual installation. The samples shall not crack or fail to adhere to the substrate when tested as follows: A sample coated with not less than 100 mm x 200 mm of the compound shall be immersed in cold water for one hour, then immediately placed in a freezer chest or other insulated cold compartment and maintained at a temperature of -29QC for 24 hours. After 24 hours the sample shall be removed from the cold compartment and allowed to come to normal room temperature. The compound shall show no cracking or flaking off when examined following the exposure cycle.

9. REHEATING: The compound shall not break down, deteriorate, scorch or discolor if held at the plastic temperature for a period of six hours at 218C or by reason of four reheatings to the plastic temperature.

10. ABRASION RESISTANCE: The material shall not show more than a maximum loss of 0.4 grams when subjected to 200 revolutions on a Tabor Abrazer at 25C, using H-22 calibrade wheels, weighted to 500 grams. The wearing surface should be kept wet with distilled water throughout the test. The panel for this test shall be prepared by forming a representative lot of material ata thickness of 3.18 mm on a 100 mm x 100 mm monel panel (thickness 1.270 0.025 mm) on which a suitable primer has been previously applied.

C. GLASS SPHERES PHYSICAL REQUIREMENT:

1. PREMIX GLASS SPHERES: The material shall contain either a minimum of 16% by weight of premixed glass spheres having a minimum refractive index of 1.65 or a minimum of 25% by weight of

814

653.02
premixed glass spheres having a minimum refractive index of 1.50 meeting the following requirements:
a. ROUNDNESS:
(1) For premixed glass spheres having a minimum index of refraction of 1.65, not less than 75% of the beads, overall, and not less than 70% of the beads retained on any specific sieve shall be true spheres when tested in accordance with ASTM: D 1155.
(2) For premixed glass spheres having a minimum index of refraction of 1.50, not less than 70% of the beads overall, and not less than 60% of the beads retained on any specific sieve shall be true spheres when tested in accordance with ASTM: D 1155.
b. IMPERFECTIONS: When viewed through a 60 power microscope in the refractive index liquid, no more than 5% of the spheres shall show evidence of air inclusions, bubbles, lap lines, chill wrinkles, or other imperfections.
c. FOREIGN MATTER: The quantity offoreign matter shall not exceed 1%.
d. INDEX OF REFRACTION: The index of refraction of the premixed glass spheres shall be determined by the liquid immersion method at 25C.
e. GRADATION: When tested in accordance with ASTM: 1214 the beads used in the Thermoplastic material compounding shall be as follows:

U.S. Sieve Standard Sieve Size

Percent Passing

= (11 micro meter)

1.18 mm 600).lm 300 ).lm 180).lm 150).lm

100 60-90 15-40
0-10 0-5

CHEMICAL RESISTANCE: The glass spheres shall withstand immersion in water and acids without undergoing noticeable corrosion or etching and shall not be darkened or otherwise noticeably decomposed by sulfides. The tests for chemical resistance shall consist of one (1) hour immersion in water and in corrosive agents followed by microscopic examination. A 3 to 5 gram sample shall be placed in each of three glass beakers or porcelain dishes and one covered with distilled water, on with a 3N solution of sulfuric acid and the last with a solution of 50% sodium sulfide, 48% distilled water and 2% Aerosol IB or similar wetting agent. At the end of the one-hour immersion, no darkening, hazing or other evidence of instability shall be noticeable when examined microscopically.

815

653.03
2. DROP-ON GLASS SPHERES: These spheres shall meet all the requirements of Sub-Section 913.02.
D. SEALING PRIMER: The particular type of sealing primer and the proportions used shall be as recommended by the manufacturer of the thermoplastic compound.
653.03 CONSTRUCTION:
A. EQUIPMENT: The material shall be applied to the pavement by an extrusion method wherein one side of the shaping die is the pavement and the other three sides are contained by or are part of suitable equipment for heating and controlling the flow of material, or it shall be applied by spray techniques. Either method shall be so applied as to assure continuous uniformity in the dimension of the stripe. The type of application at each location shall be as designated on the Plans. Each spray application machine must be equipped with an automatic counting mechanism capable of recording the number of linear feet of material applied to the roadway surface with an accuracy of 0.50%. The equipment shall be constructed to provide continuous mixing and agitation of the material. Conveying parts of the equipment between the main material reservoir and the shaping die or gun shall be constructed as to prevent accumulation and clogging. All parts of the equipment which come in contact with the material shall be so constructed as to be easily accessible and exposable for cleaning and maintenance. The equipment shall be constructed so that all mixing and conveying parts up to and including the shaping die or gun maintain the material at the plastic temperature with heat transfer oil or electrical element controlled heat. No external source of direct heat will be allowed. The equipment shall be so constructed as to ensure continuous uniformity in the dimensions of the stripe. The applicator shall provide a means for cleanly cutting off stripe ends squarely and shall provide a method of applying "skip" lines. The use of pans, aprons, or similar appliances which the die overruns will not be permitted. The equipment shall also be capable of producing varying widths of traffic markings. Glass spheres applied to the surface of the completed stripe shall be applied by an automatic bead dispenser attached to the striping machine in such a manner that the beads are dispensed almost instantaneously upon the installed line. The glass sphere dispenser cut-off shall be synchronized with the automatic cut-off of the thermoplastic material. Special kettleCs) shall be provided for melting and heating the thermoplastic material. The kettleCs) must be equipped with automatic thermostatic control devices so as to provide positive temperature control and prevent over-heating of the material. The applicator and kettleCs) must be so equipped and arranged as to satisfy the requirement of the National Fire Underwriters. Applicators shall be mobile and maneuverable to the extent that straight lines can be followed and normal curves can be made in a true arc.
816

653.03
The applicator equipment to be used on roadway installations shall consist of either hand equipment or truck mounted units, depending on the type of marking required.
Hand equipment used for lanelines, edgelines and centerlines shall be limited to projects with small quantities and conditions that readily lend themselves to hand equipment. Hand equipment used shall be only as approved by the Engineer.
The hand equipment shall have sufficient capacity to hold 68 kg of molten material and shall be sufficiently maneuverable to install crosswalks; lane, edge, and center lines; arrows and legends. The truckmounted unit for lane, edge, and center lines shall consist of a mobile selfcontained unit carrying its own material capable of operating at a minimum speed of 8 km/hr while installing striping.
B. APPLICATION::
1. GENERAL: All of the pertinent portions of Sub-Section 652.04 shall apply except as noted below: Thermoplastic Traffic Stripe shall not be applied when the pavement temperature in the shade is 5C or below. For all extruded thermoplastic, and where directed by the Engineer for sprayed thermoplastic; on old asphaltic concrete pavements where the aggregates are exposed, and on all Portland Cement Concrete pavements as directed by the Engineer, to ensure optimum adhesion, the Contractor shall apply a binder-sealer material prior to the actual thermoplastic installation. The binder-sealer material will form when applied with conventional mobile paint spraying equipment, a continuous film over the pavement surface which will dry rapidly and mechanicaly adhere to the pavement surface. The binder-sealer shan be that product currently in use and recommended by the thermoplastic material manufacturer as shown in the Qualified Products List. To ensure optimum adhesion, the thermoplastic material shall be installed in a melted state at a temperature consistent with the manufacturer's recommendations, but not less than 190C. The material, when formed into traffic stripes, must be readily renewable by placing an overlay of new material directly over an old line of compatible material. Such new material shall bond itself to the old line in such a manner that no splitting or separation takes place. Longitudinal lines shall be off-set at least 50 mm from construction joints of Portland Cement Concrete pavements. Crosswalks, stop bars, and symbols shan have a minimum thickness of 2.4 mm at the edges and a maximum thickness of 4.8 mm at the center. Minimum average film thickness of2.3 mm* for lane lines, 1.5 mm* for edge lines and 3.0 mm* for gore area lines shall be maintained on all markings unless otherwise noted on the plans. This is to be computed on the basis of the amount of material used each day. The glass sphere top coating must be applied by means of a pressure type spray gun designed
817

653.04

specifically for this purpose, and which will embed the spheres into the line surface to at least one-half their diameter. The glass spheres shall be applied at the rate of 830 g of spheres to each square meter of compound. It shall be the responsibility of the Contractor to supply all of the necessary auxiliary vehicles for the operation.

(For 125 mm stripe)
* Average Film Thickness (mm) =

kg Used x 4.0 Total Linear Meters

(For 250 mm wide stripe)
* Average Film Thickness (mm) =

kg Used x 2.0 Total Linear Meters

2. CLEANING: All pavement areas to be striped shall be thoroughly cleaned. Cleaning may be accomplished by the use of hand brooms, rotary brooms, air blasts, scrapers or other approved methods which leave the paving surface thoroughly clean and undamaged. Particular care shall be taken to remove all vegetation and road film from the area to be striped.

3. REMOVING EXISTING STRIPE: Existing traffic stripe shall be 100% removed under either of the following conditions:

a. On Portland Cement Concrete paving where the new stripe is to be placed at the same location as the existing marking.

b. On all paving where the new strip is to be placed at a location different from the existing markings.
This work will be accomplished in accordance with the provisions of Section 656.

c. Measurement and Payment for removal of Pavment Markings will be in accordance with Section 656 when shown in the Proposal as a payment item. Otherwise removal will not be paid for separately, but will be included in the payment for other work under this Section.

C. PACKAGING:

1. The material shall be delivered in 22.7 kg unit cardboard containers or 22.7 kg bags of sufficient strength to permit normal handling during shipment and transportation on the job without loss of material.

2. Each unit container shall be clearly and adequately marked to indicate the color of the material, the process batch number or similar manufacturer's identification, the manufacturer's name and address of the plant and the date of manufacture.

653.04 ACCEPTANCE: Segments of the Thermoplastic Traffic Stripe project which have been placed in conformance with the Plans and Specifications may be accepted, if satisfactory, 30 days after completion of all work required in that segment, and the Contractor will be relieved of any further maintenance on such segments.

818

653.07

653.05 CERTIFICATION: The producers of the Thermoplastic compound and glass spheres shall furnish to the Department 6 copies of certified test reports showing results of all tests specified herein, and shall further certify that the materials meet all requirements of this Section. Final acceptance, however, will be contingent upon satisfactory test results of samples obtained after delivery.

653.06 MEASUREMENT: Thermoplastic Traffic Stripe, complete in place and accepted will be measured as follows:
Solid traffic stripe ofthe color, width and sphere type shown on the Plans will be measured by the linear meter, linear kilometer, or square meter as specified. Breaks or omissions in solid lines or stripes at street or road intersections will not be measured for payment.
Skip Traffic Stripe of the color, width, spacing and sphere type shown on the Plans will be measured by the gross linear kilometer as specified. The unpainted space between the painted stripes will be incuded in the overall measurement so long as the Plan ratio of 1:3 (3 m segment and 9 m gap) remains uninterrupted. Measurement will begin and end on a stripe.
Linear measurements may be made by electronic measuring devices attached to a vehicle.
When Thermoplastic Traffic Stripe is to be paid for by the square meter, the actual number of square meters painted will be measured, and the space between the stripes will be included in the overall measurement.
Each Thermoplastic painted word and/or symbol complete in accordance with Plan dimensions will be measured by the Unit.

653.07 PAYMENT: Payment in each case as specified above shall be full compensation for the work under this Section, the cleaning and preparing of surfaces, furnishing of all materials; the application, curing and protection of traffic, including necessary warning signs, the furnishing of all tools, machines and all other equipment necessary to complete the Item. Payment for removal of existing stripe shall be in accordance with Sub-Section 653.03.B.3.c.

Payment will be made under:

Item No. 653. Thermoplastic Solid Traffic Stripe,

_ _mm Wide, (.QQlQr)

per Linear Meter

Item No. 653. Thermoplastic Solid Traffic Stripe,

_ _mm Wide, (Color)

per Linear Kilometer

Item No. 653. Thermoplastic Skip Traffic Stripe,

_ _mm Wide, (Color)

per Gross Linear Meter

Item No. 653. Thermoplastic Skip Traffic Stripe,

_ _mm Wide, (.QQlQr)

per Gross Linear Kilometer

Item No. 653. Thermoplastic Pavement Markings,

Words and Symbols (Color), _ _Type

per Each

Item No. 653. Thermoplastic Traffic Stripe

per Square Meter

819

654.01

SECTION 654-RAISED PAVEMENT MARKERS

654.01 DESCRIPTION: This Work shall consist of furnishing and placing Raised Pavement Markers of the type specified on the Plans at locations shown, or where directed by the Engineer. The markers shall conform to the shape, dimensions, and tolerances shown on the Plans. 654.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Pavement Markers Epoxy Resin Adhesives Bituminous Adhesive

Section 919 Section 886 Section 868

654.03 EQUIPMENT: All equipment necessary for the placement of markers shall be clean and, if applicable, in proper mechanical condition before construction is initiated. If epoxy is to be hand mixed, all containers and stirring devices (paddles, propellers for drills, etc.) shall be clean before mixing is begun. Mechanical automatic mixing equipment shall be maintained in a sound mechanical condition, and the mixing head shall be cleaned whenever the steady progress of the Work is halted for any extended period of time. The allowable down time will be dependent on the pot life of the adhesive system
being used. The automatic mixing device shall be equipped in such a manner that the separate components are delivered to the mixing head in a one to one ratio by volume. The lines feeding the mixing head shall be equipped with suitable valves that will allow samples to be taken for checking the ratio of each component.
All equipment necessary for the melting, stirring, and dispensing of bituminous adhesive shall be clean, in proper mechanical condition, and conform to the Bituminous Adhesive manufacturer's requirements.

654.04 INSTALLATION: Markers shall be cemented to the pavement surfaces with an epoxy resin adhesive conforming to either Type I-R, Type I-S Epoxy, or a bituminous adhesive conforming to the appropriate specification. Markers shall be spaced as shown on the Plans. Type I-R shall be used when the pavement temperature is above lOoC, or when traffic conditions require a rapid setting system. Type I-S shall be used when the pavement temperature is above 15C and traffic conditions permit a slower setting system. Bituminous adhesive shall be used when the pavement temperature is above 5C or when traffic conditions require a rapid setting material. Markers shall not be placed over joints in rigid pavements or when the pavement temperature is below 5C.
The portion of the highway surface on which the marker and adhesive are to be placed shall be free of dirt, curing compound, grease, oil, paint, moisture, loose or unsound layers, or other material which would impair the bond between the adhesive and the roadway surface. Cleaning shall be done by either sandblasting or grinding equipment, and the resulting dust removed before placing the marker. Air lines shall be equipped with suitable traps to prevent oil or moisture from being deposited on the road surface. When practical, a waiting period of 60 to 90 days should be allowed before markers

820

654.04
are placed on newly constructed asphaltic concrete pavements using epoxy adhesive.
When epoxy adhesive is used it shall be furnished as two separate components. Immediately prior to use the individual components shall be thoroughly redispersed by stirring with separate paddles. Any material showing a permanent increase in viscosity or any settling of pigments, filler, or thixotropic additives that cannot be redispersed readily shall be rejected. After the separate components have been agitated, the two components shall be mixed in a one to one ratio and thoroughly blended until a uniform color, without streaks, is obtained. Unless otherwise specified, the temperature of both components shall be from 15C to 27C at the time of mixing. Any heating of the components shall be done by the application of indirect heat in such a manner as to avoid the possibility of locally overheating and decomposing the material. No adhesive shall be heated above 49C.
The adhesive shall be placed uniformly on the cleaned pavement or on the bottom of the marker in a quantity sufficient to result in complete coverage of the contact area of the marker. The marker shall be placed in position and pressure applied until firm contact is made with the pavement. A slight bead of epoxy adhesive shall be extruded from underneath all edges of the marker after it has been placed on the pavement. Any adhesive on the face of the marker or any excessive bead of adhesive which obscures the face of the marker shall be removed. No thinners or solvents shall be used for cleaning epoxy adhesives from the pavement markers.
The markers shall be placed between the time of mixing of the epoxy system and the termination of the pot life of the system. Due to the influence of environmental factors on the pot life of a system, the allowable pot life shall be designated by the Engineer. However, in any case, no mixed system shall be utilized after it has acquired a partial set and does not readily extrude around the perimeter of the marker when the marker is pressed into place on the roadway surface.
When an approved fast setting epoxy system is used, the separate components shall be mixed by a two-component type automatic mixing and extrusion apparatus, and the markers shall be placed immediately after the epoxy system has been mixed and extruded.
When bituminous adhesive is used it shall be furnished in approximately 14 kg cubes, which are to be heated in an oil jacketed melting pot. The bituminous adhesive shall be maintained at the manufacturer's recommended temperature during placement of the markers. Bituminous adhesive which has been heated above 232C shall be discarded.
The bituminous adhesives shall be placed uniformly on the cleaned pavement in a quantity sufficient to result in complete coverage of the contact area of the marker. The marker shall be placed in position and pressure applied until firm contact is made with the pavement. A slight bead of adhesive shall be extruded from underneath all edges of the marker after it has been placed on the pavement. Any adhesive on the face of the marker or any excessive bead of adhesive which obscures the face of the marker shall be removed. The marker shall be placed before the bituminous adhesive cools to
821

654.05

the point that it does not readily extrude around the perimeter of the marker when the marker is pressed into place on the roadway.

654.05 MEASUREMENT: The number of each type Pavement Markers installed as directed and accepted will be counted separately for payment.

654.06 PAYMENT: Raised Pavement Markers will be paid for at the contract Unit Price for each unit of each Type, which payment shall be full compensation for furnishing and installing each marker.
When designated, payment shall also include recessing the marker.

Payment will be made under:

Item No. 654. Raised Pavement Markers Type_ _

per Each

Item No. 654. Raised Pavement Markers Type_ _ (Recessed) per Each

SECTION 655-PAVEMENT ARROW WITH RAISED REFLECTORS

655.01 DESCRIPTION: This Work shall consist of the installation of Pavement Arrows with Raised Reflectors. The Arrows shall be marked with traffic paint or with thermoplastic as indicated in the Proposal and shall be in reasonably close conformity with Plan details.

655.02 MATERIALS: Materials shall conform to the following specifications:

Traffic Line Paint Thermoplastic Traffic Markings Raised Pavement Marker Epoxy Adhesives, Type I Glass Beads (Paint) Glass Spheres (Thermoplastic) Bituminous Adhesive

~.870.03

653.02

919.00

;

886.02.A

913.02

653.02.C

868

655.03 CONSTRUCTION: For Pavement Arrows, the Raised Markers shall be installed in accordance with Sub-Section 654.04.
Painted Arrows shall be in accordance with Section 652. For arrows which are to be coated with thermoplastic, sand blasting will not be necessary. The thermoplastic shall be applied 3.18 mm thick, screeded and the Raised Reflector immediately embedded in the molten thermoplastic. Except as noted above, thermoplastic shall be placed in accordance with Section 653.

655.04 MEASUREMENT: Each arrow of the type specified will be measured by the unit.

655.05 PAYMENT: Each Arrow, measured as indicated above, will be paid for per each. Such payment shall be full compensation for furnishing all materials, for all cleaning and for installing the completed Arrow including Raised Reflectors.

Payment will be made under: Item No. 655. Pavement Arrow (Painted) with Raised Reflectors

per Each

822

Item No. 655. Pavement Arrow (Thermoplastic) with Raised Reflectors

656.04 per Each

SECTION 656-REMOVAL OF PAVEMENT MARKINGS
656.01 DESCRIPTION: This work provides for removing existing Traffic Stripes and/or Markings as shown on the Plans or designated by the Engineer.
656.02 CONSTRUCTION: Pavement markings shall be removed to the fullest extent possible from the pavement by any method that does not materially damage the surface or texture of the pavement or surfacing. Sand or other material deposited on the pavement as a result of removing traffic stripes and markings shall be removed as the work progresses. Accumulations of sand or other material which might interfere with drainage or might constitute a hazard to traffic will not be permitted.
Pavement markings shall be removed before any change is made in the traffic pattern.
Where blast cleaning is used for the removal of pavement markings or for removal of objectionable material, and such removal operation is being performed within 3 m of a lane occupied by public traffic, the residue, including dust, shall be removed immediately after contact between the sand and the surface being treated. Such removal shall be by a vacuum attachment operating concurrently with the blast cleaning operation, or by other methods approved by the Engineer. Sand for blast cleaning shall conform to the requirements of Section 804.
Pavement markings shall be removed by such methods that will cause the least possible damage to the pavement or surfacing. Any damage to the pavement or surfacing caused by pavement marking removal shall be repaired at the Contractors expense by methods acceptable to the Engineer.
This Specification shall not relieve the Contractor of the responsibilities as provided under Section 150 or Sub-Section 107.07.
656.03 MEASUREMENT: Removal of existing Pavement Markings will be measured by the linear meter, linear kilometer, gross linear meter, gross linear kilometer or square meter of the designated width and the type of stripe as specified.
Where Removal of Traffic Markings is to be paid for by the square meter, the actual number of square meters removed will be paid for and the space between the stripes or letters will be included in the overall measurement.
Removal of existing traffic markings - words will be measured per each word removed.
656.04 PAYMENT: When shown as a Pay Item on the Plans, payment for Removing Pavement Markings, measured in each case as stated in SubSection 656.03 will be at the Contractor Unit Price for the particular unit. Such payment shall be full compensation for furnishing all materials, labor, equipment and traffic control necessary to perform the Work.
Payment will be made under:

823

657.01

Item No. 656. Removing Existing Solid Traffic Stripe

_ _mm wide ~

per Linear Meter

Item No. 656. Removing Existing Skip Traffic Stripe

_ _mm wide ~)

per Gross Linear Meter

Item No. 656. Removing Existing Solid Traffic Stripe

_ _mm wide ~)

per Linear Kilometer

Item No. 656. Removing Existing Skip Traffic Stripe

_ _mm wide ~

per Gross Linear Meter

Item No. 656. Removing Existing Traffic Markings

~

per Square Meter

Item No. 656. Removing Existing Traffic Markings -

Words

per Each

SECTION 657-PREFORMED PLASTIC PAVEMENT MARKINGS
657.01 DESCRIPTION: This Work shall consist of constructing Plastic Pavement Markings or Legends in accordance with these Specifications and at the locations shown on the Plans or as otherwise directed.
The markings shall be prefabricated plastic consisting of white or yellow pigmented plastic with reflective glass spheres uniformly distributed throughout their entire cross-sectional area and which are capable of being affixed to bituminous or Portland Cement Concrete pavements by either a pressure sensitive precoated adhesive or a liquid contact cement. The markings shall be provided complete in a form that will facilitate rapid application and protection of the markings during shipment and storage. Solvents and/or adhesives to be applied at the time of application, all equipment necessary for proper application, and recommendations for application that will assure an effective performance life shall be in accordance with manufacturer's instructions. The markings shall be manufactured and packaged in such a manner to permit storage at normal shelf temperatures for periods of up to one year after purchase. Contact cements, where used, shall have a shelf life of six months. The marker material shall mold itself to pavement contours, breaks, faults, and the like, by action of traffic at normal pavement temperatures. The plastic shall have resealing characteristics so that it will fuse with itself and with previously applied marking materials of the same composition under normal conditions of use.
Prefabricated legends and symbols must conform to the applicable shapes and sizes as outlined in the "Manual on Uniform Traffic Control Devices for Streets and Highways."
657.02 MATERIALS: The preformed marking material shall be one of the following as specified on the Plans and in the Proposa1.
TYPE TR-Temporary Removable Plastic Marking TYPE TN-Temporary Non-removable Plastic Marking TYPE PA -Permanent Plastic Marking TYPE PE-Permanent Patterned Plastic Marking

824

657.02

A. TYPE TR-TEMPORARY REMOVABLE PLASTIC MARKING

1. COMPOSITION: The removable marking material shall not contain metallic foil and shall consist of a mixture of high quality polymeric materials and pigments with a minimum index of refraction of 1.50 glass spheres uniformly distributed throughout its cross-sectional area, with a reflective layer of beads bonded to the top surface. These materials shall be composed as follows:

a. MATERIAL:

Resins & Plasticizers Pigments Graded Glass Beads

Min. % By Weight 20 30 33

These materials shall be capable of being fabricated into pavement marking film of specified thickness and dimensions and capable of adhering to asphaltic or Portland Cement Concrete by means of a pressure sensitive, precoated adhesive.

2. CONFORMABILITY: The removable marking material shall be capable of conforming to pavement contours, breaks, faults, etc., through the action of traffic at normal pavement temperatures.

3. REMOVABILITY: The marking material shall be readily removable from Asphaltic and Portland Cement Concrete intact or in large pieces, either manually or with a roll-up device, at temperatures above 5C without use of heat, solvents, sand blasting or grinding. After removal, the pavement shall show no objectionable staining or damage.

4. TENSILE STRENGTH: The film shall have a minimum tensile strength of 275 kPa of cross-section when tested according to ASTM D 638. A sample 150 mm x 25 mm x 1.5 mm inch shall be tested at a temperature between 21C and 27C using a jaw speed of 300 mm/minute.

5. ELONGATION: The film shall have a minimum elongation of 75% when tested according to ASTM D 638.

6. ADHESION TEST: After the marking material has been pressed on to the pavement, at least 20 N of force will be necessary to lift the marking from the pavement.

7. PIGMENTATION: The pigments shall be selected and blended to provide a marking film which is white or yellow conforming to standard highway colors through the expected life of the film. All of the requirements of Sub-Section 657.02.C.2.b. shall apply to this material.

8. GLASS BEADS: The glass beads shall be colorless and have a minimum index of refraction of 1.50, when tested using the liquid oil immersion method. The size and quality of the beads shall be such that performance requirements for the marking material film shall be met.

825

657.02

The film shall have glass bead retention qualities such that when a 50 mm x 150 mm sample is bent over a 13 mm diameter mandrel, with the 50 mm dimension perpendicular to the mandrel axis, microscopic examination of the area on the mandrel shall show not more than 10% of the beads with entrapment by the binder of less than 40%. For a field test, bead adhesion shall be such that beads cannot be easily removed when scratched firmly with the thumbnail.

9. SKID RESISTANCE: The surface of the retroreflective pliant polymer shall provide a minimum skid resistance value of 35 BPN when tested according to ASTM E 303.

10.REFLECTIVE INTENSITY: The white and yellow film shall have the

following initial minimum reflective intensity values at 0.20 degrees

and 0.5 degrees divergence angles measured in accordance with the

photometric testing procedures of Federal Specification L-S-300 A,

Paragraph 4.4.7. Reflective values shall be measured at an 86 degree

incidence angle, and at divergence angles of 0.2 and 0.5 degrees.

Reflective intensity shall be expressed as Candelas per Lux per square

meter.

White

Yellow

Divergence Angle

0.2 deg. 0.5 deg. 0.2 deg. 0.5 deg.

Reflective Intensity

1.00

0.75

0.75

0.50

11. THICKNESS: The removable marking material without adhesive, shall be supplied at a minimum thickness of 0.76 mm.

B: TYPE TN-TEMPORARY NON-REMOVABLE PLASTIC MARKING

1. COMPOSITION: The temporary non-removable preformed pavement marking material may contain a conformable metallic foil backing with a pre-coated pressure sensitive adhesive.

2. CONFORMABILITY: The temporary non-removable marking material shall be capable of conforming to pavement contours, breaks, faults, and etc., through the action of traffic at normal pavement temperatures.
3. ADHESION: The manufacturer will be required to demonstrate that the properly applied pavement marking adheres to the roadway under climactic and traffic conditions normally encountered in the construction work zone.

4. ABRASION RESISTANCE: The marking material shall not wear through to the conformable backing surface in less than 125 cycles when tested in accordance with Federal Test Standard 141, Method 6192, using an H-22 wheel and a 250 gram load.
5. PIGMENTATION: The pigments shall be selected and blended to provide a marking film which is white or yellow conforming to standard highway colors through the expected life of the film. All of the requirements of Sub-Section 657.02.C.2.b. shall apply to this material.

826

657.02

6. GLASS BEADS: The glass beads shall be colorless and have a minimum index of refraction of 1.50, when tested using the liquid oil immersion method. The size and quality of the beads shall be such that performance requirements for the Retroreflective pliant polymer film shall be met. The film shall have glass bead retention qualities such that when a 50 mm x 150 mm sample is bent over a 13 mm diameter mandrel, with the 50 mm dimension perpendicular to the mandrel axis, microscopic examination of the area on the mandrel shall show no more than 10% of the beads with entrapment by the binder of less than 40%. For a field test, bead adhesion shall be such that beads cannot be easily removed when scratched firmly with the thumbnail.
7. SKID RESISTANCE: The surface of the Retroreflective pliant polymer shall provide a minimum skid resistance value of 35 BPN when tested according to ASTM E 303.

8. REFLECTIVE INTENSITY: The white and yellow film shall have the following initial minimum reflective intensity values at 0.20 degrees and 0.5 degrees divergence angles measured in accordance with the photometric testing procedures of Federal Specification IrS-300 A, Paragraph 4.4.7.
Reflective values shall be measured at an 86 degree incidence angle, and at divergence angles of 0.2 and 0.5 degrees. Reflective intensity shall be expressed as Candelas per Lux per square Meter.

White Yellow

Divergence Angle Reflective Intensity

0.2 deg. 0.5 deg. 0.2 deg. 0.5 deg.

1.00

0.75

0.75

0.50

9. THICKNESS: The non-removable marking material without adhesive, shall be supplied at a minimum thickness of 0.51 mm.

C. TYPE PA-PERMANENT PLASTIC MARKING 1. GENERAL: The permanent preformed plastic marking materials shall consist of a mixture of high quality polymeric materials and pigments with 1.50 minimum refractive index, beads uniformly distributed throughoutthe cross-sectional area, and with a reflective layer of beads bonded to the top surface. The material shall be capable of being affixed to Bituminous or Portland Cement Concrete pavement. Plastic legends and symbols shall be supplied complete with a precoated adhesive and an easily removable backing shall protect the adhesive in storage and facilitate rapid application. Rolls of lane lines shall be supplied with a precoated adhesive but without the protective backing material. The plastic and its adhesive shall be sufficiently free of tack so that it can be easily handled without the protective backing, and be repositioned on the surface to which it is to be applied, before permanently fixing it in this position with a downward pressure.

827

657.02

The plastic marker shall have resealing characteristics such that it will fuse with itself and with previously applied markings of the same composition under normal conditions of use.
Pavement legends and symbols must conform to the applicable shapes and sizes outlined in the "Manual on Uniform Traffic Control Devices for Streets and Highways."
The markings shall be manufactured and packaged in a manner to permit storage at normal temperatures for periods up to one year after purchase. The plastic marker shall mold itself to pavement contours, breaks, faults, and the like, merely by traffic action at normal pavement temperatures.
The manufacturer shall identify proper solvents and/or adhesive to be applied at the time of application, all equipment necessary for proper application, and recommendations for application that will assure an effective performance life under normal conditions of up to 4 years.
2. COMPOSITION: Plastic pavement markings shall have a material composition as follows:
a. MATERIAL:

Resins & Plasticizers Pigments Graded glass Beads

Min. % by Weight 20 30 33

b. PIGMENTS: Sufficient titanium dioxide pigment meeting Federal Specification TT-P-442 shall be used in white markings to ensure a dense opaque marking. Pigments shall include titanium dioxide for white markers and C.P. medium chrome yellow for yellow markers. Titanium dioxide shall be at least 20% of the total pigment in white markers.
Sufficient medium chrome yellow pigment meeting Federal Specification TT-P-346b, Type III, shall be used to ensure a durable finished color that complies with Highway Yellow Color Tolerance Chart and matches Chip 33538 of Federal Standard 595. The yellow markers shall have a minimum of 18% pigment as chrome yellow. The graded glass spheres shall be colorless, clean, transparent and free from milkiness.

c. GLASS SPHERES: Glass spheres shall be clear, transparent, free from air inclusions, and as follows:

Refractive Index Spheres percent

1.50 Minimum 0.75 Minimum

3. PHYSICAL REQUIREMENTS: The marking shall be extruded to a uniform thickness. The edges shall be smoothly cut and true. The beads shall be distributed uniformly throughout the plastic matrix as evidenced by visual inspection. The glass spheres shall be retained on all sides by the plastic base material. The wearing surface shall be free of indentations, displaced spheres or other irregularities that will

828

657.02
permit the retention of dirt, dust, or other foreign materials.
a. THICKNESS: The materials shall be a minimum of 1.52 mm in thickness when measured without the precoated adhesive.
b. GLASS BEAD RETENTION: The surface glass beads must be strongly bonded and not be easily removed by traffic wear. Using a Taber Abraser with an H-18 wheel and 125 g load, the sample will be inspected at 200 cycles under the microscope to observe the extent and type of bead failure. No more than 15% of the beads shall be lost due to pop-out, and the predominant mode offailure shall be "wear-down" of the beads.
c. RESEAL TEST: The plastic shall reseal to itself when tested as specified. Cut two 25 mm x 75 mm pieces of plastic. Overlap these pieces face to face for an area of 625 mm2 on a flat steel plate, with the adhesive backing material remaining in place. Center a 1000 g weight over the 625 mm2 overlap area, and place in an oven at 88C 5C for 2 hours. After cooling to room temperature, the pieces shall not be separable without tearing.
d. TENSILE STRENGTH AND ELONGATION: The thermoplastic material shall have a minimum tensile strength of 1035 kPa at break. The elongation shall be no less than 75%. The specimens for this test shall be 25 mm x 150 mm prepared in accordance with the methods described in ASTM D 638. 625 mm2 of Carborundum extra coarse emery cloth, or its equivalent, may be applied at each end of the test specimens to prevent the plastic adhesive from adhering to the test equipment. The break resistance shall be based on an average of at least three samples, at a pull rate of 250 mm - 300 mm per minute. This test shall be conducted at a temperature between 21C and 27C.
e. SKID RESISTANCE: The surface friction of properties of the plastic shall be not less than 45 B.P.N., when tested according to ASTM E 303.
f. ABRASION RESISTANCE: The plastic shall have a maximum loss of weight of 0.25 g in 500 revolutions when abraded according to Federal Test Method Standard No. 141 (Method 6192), using calibrate H-18 wheels with 1000 gram load on each wheel.
g. ADHESIVE SHEAR STRENGTH: Specimens shall be tested according to the method described as follows:
The test specimen shall be cut to dimensions of 25 mm x 150 mm. A 25 mm x 75 mm piece of Carborundum extra coarse emery cloth, or its equivalent, shall be a,lied to the adhesive face of the test strip so that there is a 625 mm overlap. A pressure of 415 kPa shall be applied over the overlapped area for a period of 120 seconds. Load is applied by gripping each end of the laminated test piece in a suitable tensile test machine such as a Dillon or Scott tester. The average load required to break the adhesive bond shall be not less than 4.54 kg. The speed of testing shall be 64 mm per minute. The test shall run in triplicate and at 25C.
829

657.02 D. TYPE PB - PERMANENT PATTERNED PLASTIC MARKING
1. GENERAL: The retroreflective pliant polymer pavement markings shall consists of high quality polymeric materials, pigments and glass beads distributed throughout its base cross-sectional area, with a reflective layer of ceramic beads bonded to a durable polyurethane topcoat surface. The patterned surface shall have between 35% and 65% of the surface area raised and presenting a near vertical face (B angle between 0 and 60 degrees) to traffic from any direction. (See diagram below.) The channels between the raised areas shall be substantially free of exposed beads or particles.
B
The material shall be capable of being affixed to Bituminous or Portland Cement concrete pavement. Plastic shall be supplied complete with a precoated adhesive. An easily removable backing shall protect the adhesive in storage and facilitate rapid application of legends and symbols. Line markings shall be supplied without the removable backing. The plastic and its adhesive shall be sufficiently free of tack so that it can be easily handled without the protective backing, and be repositioned on the surface to which it is to be applied, before permanently fixing it in this position with a downward pressure. The plastic marker shall have resealing characteristics such that it will fuse with itself and with previously applied markings of the same composition under normal condition of use. Pavement legends and symbols must conform to the applicable shapes and sizes outlined in the "Manual on Uniform Traffic Control Devices for Streets and Highways". The markings shall be manufactured and packaged in a manner to permit storage at normal temperatures for periods up to one year after purchase. The plastic marker shall mold itself to pavement contours, breaks, faults, and the like, merely by traffic action at normal pavement
830

657.02

temperatures.

The manufacturer shall identify proper solvents and/or adhesive to be applied at the time of application, all equipment necessary for proper application, and recommendations for application that will assure an effective performance life under normal conditions of up to 4 years.

2. COMPOSITION: Permanent patterned pavement markings shall have a material composition as follows:

a. MATERIAL:

Resins & Plasticizers Pigments Graded glass Beads

Min. % by Weight 20 30 33

1. PIGMENTS: Sufficient titanium dioxide pigment meeting Federal Specification TT-P-442 shall be used in white markings to ensure a dense opaque marking. Pigments shall include titanium dioxide for white markers and C.P. medium chrome yellow for yellow markers.
Titanium dioxide shall be at least 20% of the total pigment in white markers.

Sufficient medium chrome yellow pigment meeting Federal Specification 'IT-P-346b, Type III, shall be used to ensure a durable fmished color that complies with Highway Yellow Color Tolerance Chart and matches Chip 33538 of Federal Standard 595. The yellow markers shall have a minimum of 18% pigment as chrome yellow. The graded glass spheres shall be colorless, clean, transparent and free from milkiness.

2. GLASS SPHERES: Glass spheres shall be clear, transparent, free from air inclusions, and as follows:

Refractive Index Spheres percent

1.50 Minimum 0.75 Minimum

b. SURFACE LAYER: The surface layer shall consist ofa layer of ceramic beads bonded to a durable polyurethane surface.
1. CERAMIC BEADS: All ceramic beads bonded to the polyurethane coated patterned surface of the material shall have a minimum index of refraction of 1. 70 when tested using the liquid oil immersion method.
3. PHYSICAL REQUIREMENTS:
a. THICKNESS: The materials shall be a minimum of 1.52 mm in thickness when measured without the precoated adhesive.
b. CERAMIC BEAD RETENTION: The surface ceramic beads must be strongly bonded and not be easily removed by traffic wear. Using a Taber Abraser with an H-18 wheel and 125 gram load, the sample will be inspected at 200 cycles under the microscope to observe the extent and

831

657.03

type of bead failure. No more than 15% of the beads shall be lost due to pop-out, and the predominant mode offailure shall be "wear-down" of the beads.

c. RESEAL TEST: The plastic shall reseal to itself when tested as specified. Cut two 25 mm x 75 mm pieces of plastic. Overlap these pieces face to face for an area of 625 mm2 on a flat steel plate, with the adhesive backing material remaining in place. Center a 1,000 gram weight over the 1 square inch overlap area, and place in an oven at 88C 5C for 2 hours. After cooling to room temperature, the pieces shall not be separable without tearing.

d. TENSILE STRENGTH AND ELONGATION: The thermoplastic material shall have a minimum tensile strength of 1035 kPa at break. The elongation shall be no less than 75%. The specimens for this test shall be 25 mm x 150 mm prepared in accordance with the methods described in ASTM D 638. 625 mm2 of Carborundum extra coarse emery cloth, or its equivalent, may be applied at each end of the test specimens to prevent the plastic adhesive from adhering to the test equipment. The break resistance shall be based on an average of at least three samples, at a pull rate of 250 mm - 300 mm per minute. This test shall be conducted at a temperature between 21C and 27C.

e. SKID RESISTANCE: The surface friction of properties of the plastic shall be not less than 45 B.P.N., when tested according to ASTM E 303.

f. ABRASION RESISTANCE: The plastic shall have a maximum loss of weight of 0.25 g in 500 revolutions when abraded according to Federal Test Method Standard No. 141 (Method 6192), using calibrate H-18 wheels with 1000 g load on each wheel.

g. REFLECTIVE INTENSITY: The white and yellow markings shall

have the following initial minimum reflective intensity values at 0.20

degrees and 0.5 degrees divergence angles measured in accordance with

the photometric testing procedures of Federal Specification L-S-300 A,

Paragraph 4.4.7. Reflective values shall be measured at an 86 degree

incidence angle, and at divergence angles of 0.2 and 0.5 degrees.

Reflective intensity shall be expressed as Candelas per Lux per square

Meter.

White

Yellow

Divergence Angle

0.2 deg. 0.5 deg. 0.2 deg. 0.5 deg.

Reflective Intensity

1.00

0.75

0.75

0.50

657.03 CONSTRUCTION: Preformed Plastic Pavement Markings shall be applied only when the ambient temperature is 15C or above.
The Contractor shall thoroughly clean the surface upon which the lines or markings are to be applied. The method used shall include as a last operation the use of compressed air or a fine bristled broom.

832

657.05

An adhesive activator, when required, shall be applied in accordance with the manufacturer's recommendations.
The plastic shall be capable of being applied to new asphaltic pavement immediately before the final rolling of the new surface, and capable of being rolled into place with conventional pavement and highway steel rollers. The pavement temperature shall be at least 49C.
The plastic and adhesive shall be of a type such that the steel rollers or water from the steel rollers will not impair the successful application of the plastic.
The Contractor shall transfer to the Department all warranties or guarantees on preformed Plastic Marking materials which are normally furnished by the manufacturer. Such warranties or guarantees shall include a provision that they are subject to transfer.
657.04 MEASUREMENT: Preformed Plastic Pavement Markings, complete in place and accepted will be measured for each type specified as follows:
A. Solid Traffic Stripe of the color, width, and type shown on the Plans or in the Proposal will be measured by the linear meter or linear kilometer as specified. Breaks or omissions in solid lines or stripes at street or road intersections will not be measured for payment.

B. Skip Traffic Stripe of the color, width, and type shown on the Plans or in the Proposal will be measured by the gross linear meter, or gross linear kilometer as specified. The unpainted spaces between the stripes will be included in the overall measurement so long as the Plan ratio remains uninterrupted. Measurement will begin and end on a stripe.
C. When Preformed Plastic Pavement Markings are to be paid for by the square meter, the actual number of square meters covered will be measured with the space between the markings being included in the overall measurement. The color, width, and type shall be as indicated on the Plans.

D. Each Preformed Plastic word and/or symbol complete in accordance with Plan dimensions will be measured by the unit. The code for the particular word and/or symbol shall be as specified on the Plans.

657.05 PAYMENT: Payment in each case as specified above shall be full compensation for furnishing all materials including adhesives, cleaning, applying, and traffic control as necessary to complete the Item.

Payment will be made under:

Item No. 657. Preformed Plastic Solid Pavement Markings

_ _mm Wide, (Color), (T.Yn.si.)

per Linear Meter

Item No. 657. Preformed Plastic Solid Pavement Markings

_ _mm Wide, (.QQ.1Ql:), (T~lle)

per Linear Kilometer

Item No. 657. Preformed Plastic Skip Pavement Markings

_ _mm Wide, (.QQ.1Ql:), ~)

per Gross Linear Meter

Item No. 657. Preformed Plastic Skip Pavement Markings

_ _mm Wide, (QQlQr), (T.Yn.si.)

per Gross Linear Kilometer

833

659.01
Item No. 657. Preformed Plastic Pavement Markings Item No. 657. Preformed Plastic Pavement Markings
Words and/or Symbols (.QQlQr), (~)

per Square Meter per Each

SECTION 659-HOT APPLIED PREFORMED PLASTIC PAVEMENT MARKINGS

659.01 DESCRIPTION:: This Work shall consist of constructing plastic pavement markings or legends in accordance with these Specifications and at the locations shown on the Plans or as otherwise directed.
The markings shall be a prefabricated plastic consisting of white or yellow pigmented plastic with reflective glass spheres uniformly distributed
throughout the entire cross-sectional area and which are capable of being affixed to bituminous or Portland Cement Concrete pavements by the use of the normal heat of a propane type of blowtorch. The markings shall be provided complete in a form that will facilitate rapid application and protection of the markings during shipment and storage. The markings shall be manufactured and packaged in such a manner to permit storage at normal shelf temperatures for periods of up to one year after purchase. The marker material shall mold itself to pavement contours, breaks and faults by action of traffic at normal pavement temperatures. The plastic shall have resealing characteristics so that it will fuse with itself and with previously applied marking materials of the same composition under normal conditions of use.
Prefabricated legends and symbols must conform to the applicable shapes and sizes as outlined in the "Manual on Uniform Traffic Control Devices for Streets and Highways."

659.02 MATERIALS: The pavement marking film shall consist of high quality polymeric materials, pigments, and glass spheres with a minimum 1.50 index of refraction. The glass spheres shall be clear and transparent with at least 80% true spheres.

A. COMPOSITION:

Resins & Plasticizers Pigments Graded Glass Beads

Min. % by Wei~ht 18 30 30

1. PIGMENTS:

a. WHITE: Sufficient titanium dioxide pigment meeting Federal Specification TT-P442 shall be used in white markings to provide a dense opaque marking. The minimum daylight reflectance (Y value) at 45% shall be 75% according to AASHTO M-249.

b. YELLOW: Sufficient medium chrome yellow pigment meeting Federal Specification TT-P-346 b, Type III, shall be used to ensure a durable finished color that complies with Highway Yellow Color Tolerance Chart and matches Chip 13538 of Federal Standard 595. The

834

659.04

minimum daylight reflectance (Yvalue) at 45% shall be 45% according to AASHTO M-249.

B. PROPERTIES:

1. THICKNESS: The material shall be supplied at a minimum thickness of

at least 2.3 mm.

.

2. RESISTANCE: The material shall be resistant to the deterioration due to the exposure to sunlight, water, oil, gasoline, salt or adverse weather conditions.

659.03 CONSTRUCTION: Hot Applied Preformed Plastic Pavement Markings shall be applied only when the ambient temperature is 2C or above, and the pavement is dry.
The Contractor shall thoroughly clean the surface upon which the markings are to be applied. The method used shall include as a last operation the use of compressed air or a fine bristled broom.
The pavement surface shall be preheated to a minimum of 95C with a propane fueled heat gun immediately prior to application of the marking
material. After the material has been positioned, it shall be melted with the heat gun until bubbles appear. During melting, the heat gun shall be kept in constant motion and not allowed to remain in one spot. If the material is not manufactured with pre-applied surface glass beads, drop-on glass beads shall be applied while the material is still in a liquid state.
The Contractor shall transfer to the Department all warranties or guarantees on Hot Applied Preformed Plastic Marking Materials which are normally furnished by the manufacturer. Such warranties or guarantees shall include a provision that they are subject to such transfer.

659.04 MEASUREMENTS: Hot Applied Preformed Plastic Pavement Markings, complete in place and accepted will be measured for each type specified as follows:

A. Solid Traffic Stripe of the color, width, and type shown on the Plans or in the Proposal will be measured by the linear meter or linear kilometer as specified. Breaks or omissions in solid lines or stripes at street or road intersections will not be measured for payment.

B. Skip Traffic Stripe of the color, width, and type shown on the Plans or in the Proposal will be measured by the gross linear meter, or gross linear kilometer as specified. The unpainted spaces between the stripes will be included in the overall measurement so long as the Plan ratio remains uninterrupted. Measurement will begin and end on a stripe.

C. When Hot Applied Preformed Plastic Pavement Markings are to be paid for by the square Meter, the actual number of square Meters covered will be measured with the space between the markings being included in the overall measurement. The color, width, and type shall be as indicated on the Plans.

D. Each Hot Applied Preformed Plastic work and/or symbol complete in

835

659.05

accordance with Plan dimensions will be measured by the unit. The code for the particular word and/or symbol shall be as specified on the Plans.

659.05 PAYMENT: Payment in each case as specified above shall be full compensation for furnishing all material including adhesives, cleaning, applying, and traffic control as necessary to complete the Item.

Payment will be made under:

Item No. 659. Hot Applied Preformed Plastic Solid Pavement

Markings_ _mm wide, (Color), (~)

per Linear Meter

Item No. 659. Hot Applied Preformed Plastic Solid Pavement

Markings_ _mm Wide, (QclQr), (~

per Linear Kilometer

Item No. 659. Hot Applied Preformed Plastic Skip Pavement

Markings_ _mm Wide, (Color), (T.Yllil.)

per Gross Linear Meter

Item No. 659. Hot Applied Preformed Plastic Skip Pavement

Markings_ _mm Wide, (QQ1Qr), (~) .....per Gross Linear Kilometer

Item No. 659. Hot Applied Preformed Plastic Pavement

Markings

per Square Meter

Item No. 659. Hot Applied Preformed Plastic Pavement

Markings Words and/or Symbols (Color), (T.Yllil.)

per Each

SECTION 66~ANITARY SEWERS

660.01 DESCRIPTION: This work shall consist of furnishing materials and installing Sanitary Sewers and appurtenances.

660.02 MATERIALS: All backfill and foundation preparation material shall meet the requirements of Section 207. Other materials shall meet the requirements of the following:

Plastic PVC Sewer Pipe Concrete Pipe Sanitary Sewers Cast Iron Pipe Sanitary Sewers Steel Pipe Sanitary Sewers Clay Pipe Sanitary Sewers Plastic Truss Pipe Ductile Iron Pipe Sanitary Sewers Portland Cement Fine Aggregate for Mortar Rubber Type Gasket Joints Resilient Clay Pipe Joints Bolted Couplings Cement Mortar Lining Coal-Tar Enamel Lining Jute and Hamp Joints: Jute and hemp shall be
pure, dry, unoiled, braided.

847.08 843
841.02 847 842
847.07 841.03 830.01 801.02 848.01 843.01 848.02 847.03 847.03

Pipe fittings shall meet the requirements of the Section pertaining to the kind of pipe used.

836

660.04
660.03 MAINTENANCE OF CONTINUOUS SEWAGE FLOW: It shall be the responsibility of the Contractor to maintain continuous flow of sewage at all times in existing sewer lines during relocation operations. No temporary diversion of sewage flow into open trenches or streams will be permitted.
660.04 CONSTRUCTION:
A. EXCAVATION AND BACKFILL: Excavation, backfill and foundation preparation shall be in accordance with the provisions of Section 207, except that the following requirements are added:
1.TRENCHES:
a. WIDTH: Trench width, unless otherwise specified, shall be excavated to provide a maximum width of 200 mm on each side of the outside diameter of the pipe barrel up to 600 mm above the top of the pipe.
b. The bottom of the trench shall be shaped to fit the pipe and recesses shall be cut to receive the bells, except on house connections.
c. Unless otherwise specified, the minimum grade on house connections shall be 2%.
2. In no case shall sewer pipe be installed on foundation preparation material not placed during the same day.
3. Excavation operations within private property easements shall be conducted with care; sod and topsoil shall be carefully removed, stockpiled, kept safe from harm, and replaced in its original position. The Contractor shall leave such sites in a neat and presentable condition.
B. LAYING OF PIPE: Sewer pipe shall be laid to the lines and grades shown on the Plans or established by the Engineer. Bell and spigot pipe shall be laid with bells upgrade and with the spigot ends fully entered into the bells. When pipe is laid underground, at least 25% of the circumference of the pipe barrel shall be supported for its entire length. When pipe is installed on piers or piles it shall be in accordance with the details on the Plans.
C. JOINTING: Prior to jointing, the interior of the pipe, including the bell and the annular space shall be carefully cleaned of dirt and other undesirable materials. All joints shall be watertight and all leaks and defects shall be immediately repaired at the Contractor's expense. No joint shall be covered until inspected by the Engineer. All joints under the roadway including shoulders and curbs shall be flexible joints as specified in Sub-Sections 660.04.C.1.h. and C.2.d.
1. JOINTING IN DRY TRENCHES: In pipe trenches where the water level is below the trench invert and no pumping or bailing is required, joints shall be formed by one of the following methods:
a. WIPED JOINT METHOD: The joint shall be caulked with jute or
837

660.04
oakum dipped in a slurry of cement and water, then placed and rammed solidly and tightly into the annular space within the socket of the pipe with a suitable caulking tool, after which the joints shall be sealed, entirely filling the space in the hub around the spigot with mortar formed of equal parts of cement and sand mixed dry and water afterwards added to give it the proper consistency. The mortar shall be made in small quantities as required for immediate use. After the joint has been wiped on the outside, the inside shall be carefully cleaned of all dirt, cement, and other material. A filled bag shall be used on pipe from 150 mm to 300 mm in diameter and it shall be pulled through the line immediately after each joint is laid in order to remove mortar and debris on the inside of the pipe. Joints on all pipe larger than 300 mm shall be wiped inside and outside by hand.
b. DIAPER JOINTS: After caulking with jute or oakum as described above, the pipe bell and a short section of pipe barrel ahead of the joints shall first be encircled with a common unbleached sheeting material envelope stitched along each edge and provided with tie wires of baling wire inserted in the stitched edges in drawstring fashion. The diaper shall be large enough to extend around the barrel of the pipe, leaving sufficient opening in the envelope at the top for pouring. The wires shall be tightly drawn and the envelope firmly secured against the pipe bell and barrel. Through the opening in the envelope at the top, the joint shall then be poured completely full of Portland cement mortar made of equal parts of cement and sand, thoroughly mixed dry and with sufficient water added so that the mortar flows freely into the joint space. The mortar shall then be firmly pressed into the joint by hand after excess water has drained out. The diaper shall be left in place permanently and the surface shall be left smooth and concentric with the pipe barrel. After the joints have hardened, the tops of all joints shall be pointed up with cement mortar of the same mixture as given above but with only enough water to provide workability.
c. MASTIC JOINT METHOD (HOT POURED): Mastic joints may be used for concrete pipe and clay pipe. Before jointing concrete pipe, the mating surfaces of each joint shall be painted with bitumen. All pipe joints shall be caulked in accordance with Sub-Section 660.04.C.1. After caulking, the mastic compound shall be heated and poured into the joint with the aid of a joint runner or gasket, all in strict conformity with the recommendations ofthe manufacturer of the joint compound.
d. STEEL BOLTED COUPLINGS: Steel bolted couplings shall be used for jointing plain end pipe in accordance with the details shown on the Plans or as specified.
e. WELDED JOINTS: Welded joints, when so specified, may be used for steel pipe. The manner of work, material, preparation and workmanship shall be in accordance with the latest Standard Specifications as published by the American Waterworks Association and the American
838

660.04
Welding Society. Coal tar enamel coating which has been damaged by welding heat shall be repaired with a field coat of coal tar enamel, inside and outside of pipe. When such pipe is determined by the Engineer to be inaccessible the repair coating shall be applied to the outside only.
f. MECHANICAL JOINTS: Mechanical joints when specified for cast iron pipe shall be installed in full accordance with the manufacturer's' instructions and only by experienced mechanics. Sockets and spigots shall be washed with soapy water before slipping glands and gaskets over spigots. The spigot shall be inserted in the socket full depth. The gasket shall be brushed with soapy water and shall be pushed into position making sure the gasket is evenly seated in the socket. The gland shall be slid into position for compressing the gasket. All bolts and nuts shall be tightened "Fingertight"; after which bolts shall be tightened to a uniform permanent tightness using a torque wrench. Bolts shall be tightened alternately 180 degrees apart. Socket, spigots, glands and bolts shall be kept clean and wet with soapy water, until each joint is completed. Any joints which leak shall be remade until each joint meets the leakage test.
g. PUSH-ON JOINTS: Push-on joints shall be made in accordance with the manufacturer's recommendations.
h. FLEXIBLE WATERTIGHT JOINTS: Before joining the pipe in the trench all mating surfaces both inside and out shall be thoroughly cleaned and wiped free of earth or other foreign matter. Cast iron pipe shall be washed with soapy water. A lubricant sealer recommended by the manufacturer shall be applied to the mating surfaces. The ends shall then be centered and socketed to compress the joint and to assure a tight fit between inner surfaces. Flexible watertight joints shall be as follows:
(1) Rubber Type Gasket Joints may be used with concrete, cast iron, and steel pipe.
(2) Resilient Clay Pipe Joints shall be limited to clay pipe.
i. Solvent cement joints shall be made in accordance with the manufacturer's recommendations.
2. JOINTING IN WET TRENCHES: In pipe trenches where conditions require pumping or bailing of water to maintain the water level below the trench invert, the above jointing methods shall be limited to one of the following:
a. Diaper Joint
b. Mechanical Joint
c. Welded Joint
d. Flexible Watertight Joint
839

660.05
D. CONNECTIONS: The location of all connections shall be as shown on the Plans or as directed by the Engineer. No pipe shall be cut for connections except as indicated on the Plans or directed. When such cutting is necessary, the work shall be done by skilled workmen in an approved manner. The cost of making all connections including connections to existing facilities, shall be included in the Contract Price for sewer pipe.
1. MANHOLE CONNECTIONS: The Contractor shall use extreme care in connecting new sewer lines to existing manholes and in connecting existing sewer lines to new manholes. No infiltration of foreign substances will be allowed. All manholes shall be thoroughly cleaned of all fallen masonry or debris.
2. CONNECTIONS INTENDED FOR FUTURE USE: All connections for future use shall be capped and sealed in accordance with the above requirements for sealing joints.
3. HOUSE CONNECTIONS: A House Connection is defined as a sewer pipe from a single building to a common sewer or discharge point. Wyes and Tees installed in a common sewer for house connections shall be installed as shown on the Plans or directed: unless otherwise indicated, all such connections shall be 150 mm in diameter on the connection end.
660.05 TESTS: Sewer lines complete in place will be tested with reflected light and shall show a clear unobstructed view between manholes. In addition, infiltration shall not exceed 5 mL per day per mm diameter per meter of pipe. On lines where flow indicates infiltration in excess of this amount, a leakage test shall be conducted at the Contractor's expense by a method satisfactory to the Engineer. Any sewer line showing undue deviation from line, grade or excessive leakage shall be repaired at the Contractor's expense.
660.06 MEASUREMENT:
A. EXCAVATION AND BACKFILL: Excavation, foundation preparation material, sand bedding, and normal backfill will not be measured separately for payment and the cost thereof shall be included in the Contract Price for related items. Foundation Backfill Materials Type II and Imperfect Backfill Material Type III will be measured for payment in accordance with Section 207.
B. SANITARY SEWER PIPE: The overall length of pipe actually installed will be measured in linear meters along the central axis of the diameter of the pipe; pipe sections to which wyes and tees are attached will be included in the measurement. Measurement of house connection lines will include bends and riser pipe.
C. WYES. TEES AND OTHER FITTINGS: These items will not be measured separately but will be included in the over-all measurement as indicated above.
D. MANHOLES: Sanitary or combination sewer manholes will be measured for payment in accordance with Section 668.
840

666.02

E: ADJUSTMENT AND RECONSTRUCTION OF EXISTING MANHOLES: Adjustment and Reconstruction of existing sanitary or combination sewer manholes will be measured in accordance with Section 611.

660.07 PAYMENT: Backfill eligible for payment will be paid for in accordance with Section 207. Manholes will be paid for in accordance with Section 668. Adjustment of manholes will be paid for in accordance with Section 611. All sewer pipe installations, sanitary or combination, complete in place and accepted, will be paid for at the Contract Price per linear meter which payment shall be full compensation for the Item, including the furnishing and hauling of all materials; excavation and normal backfill, for all necessary connections; for the capping and sealing of connections intended for future use and for the maintenance of continuous flow of sewage at all times in existing sewers during relocation operations.

Payment will be made under: Item No. 660. Sanitary Sewer Pipe

mm, (~)

per Linear Meter

SECTION 666-VERTICAL DRAINAGE WICKS

666.01 DESCRIPTION: This Work shall consist offurnishing and installing Vertical Drainage Wicks at the locations and to the depths shown in the Plans or as directed by the Engineer.

666.02 MATERIALS:

A. GENERAL: The drainage wicks shall be a prefabricated type composed of a drainage plastic core wrapped in a filter of a non-woven polyester material. The core shall be fabricated with suitable channels. The prefabricated drain used shall be the products known as AMERDRAIN or MEBRA or an equivalent approved by the Geotechnical Engineering Bureau. The Contractor shall furnish the Engineer in duplicate, Materials Certification in accordance with Sub-Section 106.05. The drain shall be free of defects, rips, holes, or flaws. During shipment and storage, the drain shall be wrapped in burlap or similar heavy duty protective covering. The storage area shall be such that the drain is protected from sunlight, mud, dirt, dust, debris, and detrimental substances.

B. PHYSICAL PROPERTIES: The drain shall meet the following minimum requirements:

Breaking Load Mullenburst Elmendorf Tear Permeability Coefficient

Filter 130 N 585 kPa 200 grams 3x10-3 mmls

C. TEST: Methods oftests shall be in accordance with the following:

Breaking Load and Elongation

ASTM D 4632

841

666.03

Bursting Strength Elmendorf Tear

ASTM D 751 ASTM D 1424

666.03 CONSTRUCTION: This Work shall be constructed in accordance with the following requirements:

A. EQUIPMENT: In general, it shall be the Contractor's responsibility to select the proper sizes and amount of equipment to provide the desired results, but the following basic items shall be provided. The type of carrier to be used will depend upon the desired installation force, but it shall be equipped with a mandrel or sleeve of minimum cross sectional area not to exceed 6450 mm2 which will protect the wick from tears, cuts, and abrasions during installation. The Contractor shall secure approval of all equipment prior to beginning work and any equipment found unsatisfactory shall be promptly replaced or supplemented. All equipment approved for use shall be on a trial basis, and should the equipment prove unsatisfactory after a short test section, it shall be removed, replaced, or supplemented as deemed necessary to accomplish the desired results.

B. INSTALLATION: At least two weeks prior to the installation of the drainage wick, the Contractor shall submit to the Engineer for review and approval, details of the sequence and method of installation. Approval by the Engineer of the sequence and method of installation will not necessarily constitute acceptance of the method of installation. If, at any time, the Engineer considers that the method of installation does not produce a satisfactory drainage wick, the Contractor shall alter the method and/or equipment as necessary to comply with these Specifications. Prior to the installation of prefabricated drains, the proposed locations of the drains will be staked by the Engineer and the Contractor shall take all reasonable precautions to preserve the stakes. The location of the drains shall not vary by more than 150 mm from the locations indicated on the Plans or as directed by the Engineer. The Contractor shall then demonstrate that the equipment, method, and materials produce a satisfactory installation in accordance with this Specification. For this purpose, the Contractor will be required to install a trial drain at a location within the work area designated by the Engineer. Drainage wicks shall be installed from the working surface to the depth shown on the Plans, or to such a depth where the soil resists a reasonable effort at further penetrations. The Engineer may vary the depths, spacings, or the number of wicks to be installed, and may revise the Plan limits for this Work as necessary. The drainage wick shall be installed at the designated locations using a mandrel or sleeve which completely encloses the drainage wick, thereby protecting it from tears, cuts, and abrasions during installation. The mandrel, with the wick inside, shall be forced vertically into the ground to the required depth. The mandrel shall be cut neatly at its upper end with a 100 mm - 200 mm length of wick material protruding above the existing

842

667

ground surface. Splices or connections in the drainage wick material shall be done in a manner so as to ensure continuity of wick material.
If necessary, the Contractor will be permitted to drill through the dense upper soils prior to the installation of the prefabricated drains, provided that such drilling does not extend more than 600 mm into the underlying compressible soils as determined by the Engineer.
Where obstructions are encountered below the working surface which cannot be penetrated using normal and accepted procedures, the Contractor shall complete the drain from the elevation of the obstruction to the working surface and notify the Engineer. At the direction of the Engineer, the Contractor shall then install a new drain within 450 mm of the obstructed drain.
The equipment shall be carefully checked for plumbness prior to advancing each wick and must not deviate more than 85 mm/m from the vertical. Wicks that are out of their proper location by more than 150 mm, wicks that are damaged in construction, or wicks that are improperly completed will be rejected by the Engineer, and no compensation will be allowed for any materials furnished or for any work performed on such wicks or for the drilling of holes at these locations.
The Contractor shall provide a suitable means of making a linear determination of the depth of the drainage wick at any given time and of the quantity of wick material used at each vertical drain location.
The Contractor shall observe precautions necessary for protection of instrumentation devices and shall replace, at no additional cost to the Department, any equipment that is damaged or becomes unreliable as a result of these operations.

666.04 MEASUREMENT: This Work will be measured in accordance with the following:
Drill holes will be measured in linear meters, to the nearest 0.1 m, for the actual depth drilled. Vertical drainage wicks will be measured in linear meters, to the nearest 0.1 m, for the length of wick installed.

666.05 PAYMENT: This work will be paid for at the Contract Price for the accepted quantity of drill holes and vertical drainage wicks, measured as noted above, complete and in place, which shall be full compensation for all drilling of holes, furnishing all materials, placing of materials, and for all labor, equipment, tools, and incidentals necessary to complete the Work. The Contract Price will be for the drain spacing shown on the Plans.

Payment will be made under: Item No. 666. Drill Holes Item No. 666. Vertical Drainage Wicks

per Linear Meter per Linear Meter

SECTION 667-HORIZONTAL DRAIN
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

843

668.01

SECTION 668MISCELLANEOUS DRAJNAGESTRUCTURES

668.01 DESCRIPTION: This work shall consist ofthe construction of Catch Basins, Drop Inlets, Manholes, Junction Boxes, Spring Boxes, Drain Inlets, Special Inlets with Safety Grates, and Vertical Tee Sections in accordance with these Specifications, and reasonably close conformity with the lines and grades shown on the Plans or established by the Engineer.

668.02 MATERIALS: Unless a certain type of construction is specified on the Plans or in the Proposal the various structures included in this Section may be constructed of brick, cast in place concrete or precast concrete at the option of the Contractor. Rubble Masonry will be used only when specified on the Plans. Materials shall meet the requirements of the following:

Class "A" or "B" Concrete Portland Cement Brick Masonry Stone Mortar and Grout Nonreinforced Concrete Pipe Steel Bars for Reinforcement.. Gray Iron Castings Fine Aggregate for Mortar Sand for Bedding Material Precast Reinforced Concrete Catch Basin, Inlet
and Manhole Units

500 830.01 834.01 834.02 834.03 843.02 853.01 854.01 801.02 801.01
Section 866

The materials for the fabrication of Special Inlets and their Safety Grates shall be in accordance with Plan details.
All forms of manholes and drainage structures that are located within the backfill1imits of Mechanically Stabilized Embankment Retaining Walls and/or within 1.5 m of the front of the wall foundation shall be precast or cast-in-place concrete.

668.03 CONSTRUCTION:

A. EXCAVATION AND BACKFILL: Excavation and foundation preparation for these structures and for pipes entering and exiting these structures shall be in accordance with the provisions of Section 207. No separate payment will be made for such excavation, backfill, and disposal of surplus material.

B. CONCRETE: Concrete units may be either poured-in-place, or precast. Construction relative to the two types shall conform to the following:

1. POURED-IN-PLACE UNITS: The throat or other non-reinforced portions of Catch Basins may be Class "B" concrete. The top slab shall be Class "A" concrete. Construction shall meet the requirements of Section 500.

2. PRECAST REINFORCED CONCRETE UNITS:

a. HOLES FOR PIPE: Each unit shall be cast with pipe holes of the

844

668.04
specific number and dimensions necessary to incorporate the unit into the drainage system as shown on the Plans. In the event conditions during installation require additional pipe for which no holes have been cast, the Contractor may make such holes provided any damaged units are repaired or replaced to the satisfaction of the Engineer.
b. PIPE CONNECTIONS: Pipe shall be connected to units with either Mortar or Class "};' Concrete.
c. INSTALLATION:
(1) PRECAST REINFORCED CONCRETE UNITS: Such units shall be set to within 13 mm of grade on a bed of compacted sand bedding material which is approximately 50 to 75 mm thick.
(2) SECTIONAL PRECAST REINFORCED CONCRETE UNITS: When such units are used to build-up extra depth catch basins or drop inlets, the joints between sections shall be filled with mortar and all such joints shall be wiped smooth.
C. BRICK MASONRY: Brick masonry structures shall be constructed in accordance with the requirements of Section 608.
D. MORTAR RUBBLE MASONRY: Rubble masonry structures shall be constructed in accordance with the requirements of Section 607.
E. CASTINGS: Frame castings shall be securely held in place to proper line and grade and made an integral part of the complete structure. All castings subject to use by traffic shall be firm and stable under traffic upon completion of the structure.
F. MAINTENANCE: All structures shall be kept thoroughly clean of all fallen masonry, silt, debris and other foreign matter.
G. SAFETY GRATES: Safety Grates shall be fabricated in accordance with the Plan details.
668.04 SANITARY SEWER MANHOLES: Sanitary and combination sanitary and storm sewer manholes shall, in addition to the above Spec,ifications, conform to the following requirements:
A. INVERT CHANNELS: Invert Channels shall be shaped to the lines and grades shown on the Plans or established by the Engineer and the channel surface shall be smooth. Invert channels shall be formed by one of the following methods:
1. Directly forming the invert channel in the concrete base of the manhole.
2. Constructing the invert channel of brick and mortar.
3. Laying half-round tile in the concrete base of the manhole.
4. Laying round sewer pipe through the manhole and cutting out the top half of the pipe after the concrete base has set sufficiently. This method shall not be used where the Plans provide for an offset drop in the invert.
845

668.05
B. PLASTERING OUTSIDE WALLS: The outside wall of each brick manhole shall be saturated with water and plastered with a smooth, 13 mm thick minimum coat of mortar manufactured in accordance with Sub-Section 834.03, except that the mortar shall consist of one part cement to two parts mortar sand. Hydrated lime shall not be added.
C. CONNECTIONS TO MANHOLES: The Contractor shall complete all connections to manholes to the satisfaction of the Engineer. The Contractor shall use extreme care in connecting existing sewer lines to new manholes and shall allow no infiltration of foreign substance. The provisions of Section 660 pertaining to maintenance of continuous sewage flow in existing lines shall apply to manhole construction operations in or adjacent to existing sewer lines. No additional payment will be made for connecting manholes to existing or new sewer lines and all costs relative to such connections shall be included in the Contract Price for the structure.
668.05 MEASUREMENT: Catch Basins, Drop Inlets, Manholes, Junction Boxes, Drain Inlets, Special Inlets, and Safety Grates, complete in place and accepted, will be measured for payment in accordance with the following:
A. CATCH BASINS AND DROP INLETS: Each Catch Basin or Drop Inlet shall be grouped as follows: GROUP 1: Structures connected to pipe 900 mm or less in diameter,
regardless of the pipe skew. GROUP 2: Structures connected to pipe over 900 mm in diameter
regardless of the pipe skew. Catch Basins or Drop Inlets so grouped, complete in place and accepted,
will be masured by the unit. In addition, each Catch Basin or Drop Inlet that exceeds 1.8 m in depth will be measured for additional payment. The depth of such Catch Basins or Drop Inlets exceeding, but not including the upper 1.8 m, will be measured in linear meters.
B. MANHOLES: Sanitary Sewer Manholes and Storm Sewer Manholes shall be
measured separately. Both styles ofmanholes will be divided into two types: TYPE 1: Structures connected to pipe 1050 mm or less in diameter
regardless of the pipe skew. TYPE 2: Structures connected to pipe 1200 mm to 2100 mm in
diameter regardless of the pipe skew. Each manhole will be measured by the unit. In addition, each Manhole
that exceeds 2 m in depth will be measured for additional payment known as Manhole Additional Depth. This additional depth, measured in linear meters shall be that depth exceeding, and not including the upper 2 m linear meters. Manhole Additional Depth shall be classed as follows:
CLASS 1: Manhole Additional Depth, Class 1, shall apply to each Manhole greater than 2 m but not more than 3 m in depth. Payment for Class 1 shall be the actual depth between 2 m and 3 m..
CLASS 2: Manhole Additional Depth, Class 2, shall apply to each Manhole exceeding 3 m in depth, but not exceeding 6 m in depth. Payment
846

668.06

for Class 2 shall be the actual depth of the Manhole between 2 m and 6 m.

CLASS 3: Manhole Additional Depth, Class 3, shall apply to each

Manhole exceeding 6 m in depth, but not exceeding 9 m in depth. Payment

for Class 3 shall be the actual depth of the manhole between 2 m and 9 m.

CLASS 4: Manhole Additional Depth, Class 4, shall apply to each

Manhole exceeding 9 m in depth, but not exceeding 14 m in depth.

Payment for Class 4 shall be the actual depth of the Manhole between 2 m

~Um

.

All measurement for payment for Manhole Additional Depth shall be

made for the Class which includes the greatest depth below the original 2

m.

For example, a Manhole which has a total depth of 11 m would be

measured and paid for as follows:

Storm (or Sanitary) Sewer Manhole, Type_ _ Storm (or Sanitary) Sewer Manhole, Type_ _ Depth Class 4

per Each Additional 9 Linear Meters

C. Junction Boxes, Spring Boxes, and Drain Inlets: Junction Boxes, Spring Boxes or Drain Inlets will be measured by the unit.

1. Each Junction Box shall be complete in accordance with the details shown on the Plans.

2. Each Drain Inlet shall consist of a pipe elbow or tee, concrete collar, and casting of the required diameter.

3. Each Spring Box shall be complete in accordance with the details shown on the Plans.

D. Safety Grates of the Type Specified, fabricated and installed in accordance with the details shown in the Plans, will be measured by the square meter computed from the overall dimensions of the surface of each grate.

E. Special Inlets for Safety Grates of the type specified, complete in place, will be measured for payment in cubic meters in accordance with Section 500.

F. Vertical Tee Sections (or saddles) will not be measured for separate payment.

668.06 PAYMENT: Payment for the various structures under this Section will be made as follows:

A. CATCH BASINS AND DROP INLETS: Catch Basins or Drop Inlets, grouped and measured as indicated above, will be paid for at the Contract Price per each. Depth in excess of 2 m, measured as indicated above, will be paid for at the Contract Price per linear meter. Such payments shall be full compensation for furnishing all castings; for making necessary pipe connections regardless of skew; for all materials, forms, and for the disposal of surplus material.

B. MANHOLES: Sanitary Sewer and Storm Sewer Manholes complete in place, and measured as indicated above, will be paid for at the Contract

847

668.06

Price per each. Manhole Additional Depth of the appropriate Class, measured as indicated above, will be paid for at the Contract Price per linear meter. Such payments shall be full compensation for furnishing all castings, fittings and other appurtenances called for on the Plans to complete the Item; for making necessary pipe connections regardless of skew; for all materials, forms, and for the disposal of surplus material.

C. JUNCTION BOXES, SPRING BOXES, AND DRAIN INLETS: Junction Boxes, Spring Boxes or Drain Inlets will be paid for at the Contract Price per each. Such payments shall be full compensation for furnishing all castings, fittings and other appurtenances called for on the Plans to complete the Item; for making necessary pipe connections regardless of skew; and for the disposal of surplus materials.

D. Pipe entering or exiting Catch Basins, Drop Inlets, Manholes, Junction Boxes, Spring Boxes, or Drain Inlets, will be paid for under the provisions of the Section of the Specifications governing such pipe.

E. SAND BEDDING MATERIAL FOR PRECAST STRUCTURES: No direct payment will be made for this material and the cost thereof shall be included in the Contract Price for the structure under which it is used.

F. EXCAVATION AND NORMAL BACKFILL: No direct payment will be made for excavation and normal backfill, and the cost thereof shall be included in the Contract Price for the structure to which it pertains.

G. Safety Grates measured as indicated above will be paid for at the Contract price per square meter.

H. Inlets for Safety Grates of the Type specified, measured as indicated above, will be paid for at the Contract Price per cubic meter of Class "A" concrete, including reinforcing steel.

1. Vertical Tee Sections (or saddles) will be included in the payment for the section of the structure to which they are incorporated.

Payment will be made under:

Item No. 668. Catch Basin, Group_ _

per Each

Item No. 668. Catch Basin, Group_ _Additional Depth ..per Linear Meter

Item No. 668. Drop Inlet, Group_ _

per Each

Item No. 668. Drop Inlet, Group_ _Additional Depth per Linear Meter

Item No. 668. Sanitary Sewer Manhole, Type_ _

per Each

Item No. 668. Sanitary Sewer Manhole, Type_ _,

Additional Depth Class__

per Linear Meter

Item No. 668. Storm Sewer Manhole, Type_ _

per Each

Item No. 668. Storm Sewer Manhole, Type_ _,

Additional Depth Class__

per Linear Meter

Item No. 668. Junction Box

per Each

Item No. 668. Spring Box

per Each

Item No. 668. Drain Inlet,

mm

per Each

848

Item No. 500. Class A. Concrete, Including Bar

Reinforcing Steel.

,

Item No. 668. Safety Grate, Type_ _

670.02
per Cubic Meter per Square Meter

SECTION 67o-WATER DISTRIBUTION SYSTEM

670.01 DESCRIPTION: This work shall consist offurnishing the necessary materials and installing, relocating and adjusting Water Distribution Systems, complete and in reasonably close compliance with the Plans and Specifications.

670.02 MATERIALS: The materials to be used and the Specifications for them are listed below:

A. Cast Iron and Ductile Iron Pipe

Section 841

These pipes shall normally be furnished with either mechanical or push-on joints; however, when specified in the Plans or authorized by the Engineer, bell and spigot pipe and lead joints will be permitted. Pipe shall be of the class specified in the Plans.

B. Cast Iron Fittings

Section 841

Fittings shall be furnished with manufacturer's center to center and center to socket laying dimensions, and with manufacturer's standardized mechanical joints except that connecting fittings may be bell and spigot with lead and rubber joints, where necessary to connect to existing lines. Fittings shall consist of cast iron bends, tees, crosses, plugs and reducers, double hub tapped tees, offsets, sleeves, plugs and other cast iron specials necessary to The Work. The class of each fitting shall be not less than the class of pipe to which it is connected.

C. Gate Valves

848.03

GENERAL REQUIREMENTS: All Gate Valves shall open left, unless otherwise specified. Valves shall be operated by nut. Operating nuts shall conform to that used by the local water works system, with an arrow indicating the direction for opening the valve.
All gate valves shall be furnished for vertical installation with non-rising stems with operating nut, except that valves 400 mm and larger shall be furnished for horizontal installation with bevel gears, extended gear case with protectors, track, trunnions, scrapers and by-pass. Unless otherwise indicated on the drawings or necessary to join to existing work, gate valves shall be furnished with mechanical joints, and necessary bolts, glands and gaskets. Normally gate valves shall include valve boxes of the proper depth including extensions, unless otherwise specified. Valve boxes shall be the heavy roadway type and shall be cast iron two-piece slip or screw type with round drop covers adjustable to 150 mm up or down.
Tapping sleeves shall be of the split sleeve mechanical joint type. Hub connections of the gate valve shall be mechanical joint.

849

670.02
D. FIRE HYDRANTS: All fire hydrants shall meet the requirements of the latest AWWA Specifications and local codes.
GENERAL REQUIREMENTS:
1. Hydrants shall be compressive type, self oiling, nonfreezing, and provided with a safety flange and coupling. The operating nut shall be totally sealed away from the hydrant barrel and all working parts shall be continuously and automatically lubricated from a large oil reservoir and packing gland. Drain mechanism shall be simple, positive and automatic in operation. The safety flange on the barrel and the safety coupling on the valve stem shall be constructed so as to reduce damage to barrel and stem in case of a traffic accident. The force of impact shall break the flange and spread the coupling. The construction of the flange and coupling shall be such as to permit rapid replacement. They shall be located above the ground line. The hydrant shall be constructed so as to permit facing the nozzles in any direction at any time without digging or cutting off water. This shall be accomplished by removing the safety flange bolts and revolving the head. All working parts of the hydrant, including the seat ring, shall be removable through the top without digging. Seat rings shall be so shaped and arranged as to be readily removable. Seat rings shall be bronze and shall screw into a bronze bushing in the shoe. Hose and steamer connections shall be breechlocked into the hydrant barrel and then caulked with lead to seal them permanently, or threaded and pinned into hydrant body.
2. COVER: Hydrants shall be furnished for 1 m depth of cover over the leader pipe; however, if the hydrant is located so as to require additional cover, the Contractor shall furnish and install the required vertical extension sections at no additional cost.
3. VALVE OPENING: Valve opening shall be no less than 106 mm.
4. AD STEAMER CONNECTION: Hose nozzles shall be two in number and 63 mm in size. One steamer connection shall be furnished.
5. THREADS: Threads for hose nozzles and steamer connection shall be "National Standard," unless otherwise specified.
6. OPERATING NUT: Operating nut shall be five sided. Flat surfaces to be approximately 25 mm across, unless otherwise specified.
7. INLET CONNECTION: Inlet connection shall be 300 mm furnished with mechanical joint for connection to spigot of mechanical joint hydrant lead.
E. CONCRETE BLOCKING: Blocking shall be Class A Concrete constructed in accordance with the applicable portions of Section 500.
F. SERVICE LINE PIPES, FITTINGS AND APPURTENANCES: Service lines shall consist of copper pipe, galvanized steel pipe or plastic pipe with
850

670.03

fittings and appurtenances in accordance with the following:

1. COPPER PIPE (OR TUBING):

847.04

Copper Fitting shall be of the cast pattern or the wrought pattern.

Fittings for rigid copper pipe shall be of the solder joint type. Fittings for

concealed soft drawn pipe may be of the flared mechanical type. Unions

shall be of the ground joint type.

.

2. Galvanized Steel Pipe and Fittings

847.02

3. Plastic Pipe

847.06

4. APPURTENANCES: Corporation stops, curb stops and other appurtenances for copper, galvanized iron or plastic pipe service lines shall meet the requirements of ASTM B 62 and AWWA C-800 for threads. Adapters shall be furnished as required to joint plastic, copper, or galvanized iron pipe to existing facilities. Corporation stop, curb stop or other appurtenances may be substituted for an adapter if its connections are so designed. Type of cut-off key shall conform as nearly as practical with that in general use by the water system to which the work is connected.

G. Polyvinyl Chloride (PVC) Pipe

847.06.B. and 847.06 C.

These pipes shall normally be furnished with either solvent cement or elastomeric gasket coupling.

H. Steel Pipe Casing shall be plain end for welding and of the size, thickness, length, and coating specified on the Plans.

1. Butterfly Valves will be required in water mains 300 mm and larger in size. Butterfly valves shall have a cast iron valve body for buried service, or the stainless steel-to-rubber seated, tight closing type, suitable for two-way flow, Class 150 B; with manual operators sized for actual line pressure and velocities, and shall have 50 mm square operating nut and extension stems and guides as required. The valve shall open in the counterclockwise direction as with the gate valves. Butterfly valves shall have ends of mechanical joint type suitable for connection into the pipe line into which it will be installed. The butterfly valves shall comply with AWWA C-504.

J. Double strap saddles shall be in conformance with Plan details, or as directed.
670.03 CONSTRUCTION:

A. GENERAL PROVISIONS:

1. HANDLING: Pipe, fittings and other materials shall be carefully handled to prevent breakage and damage to the cement mortar lining in pipe and fittings. Pipe shall not be unloaded by rolling or dropping off of trucks or cars, but shall be handled by carefully lifting and lowering into position, using approved slings or clamps.

851

670.03
2. EXISTING UNDERGROUND UTILITIES AND OBSTRUCTIONS: The Contractor shall comply with all the provisions of Sub-Sections 107.13 and 107.21. All known water lines, gas lines, telephone conduits, drainage structures, etc., are shown on the Plans according to the best information available to the Department. In order to further ensure that all such installations are known and accurately located, the Contractor shall have available an Electronic Pipe and Cable Finder in working order, and assist the Engineer in locating existing pipe lines or other obstructions which would be in conflict with The Work. The Electronic Pipe Finder shall be a high quality instrument capable of performing The Work in a manner satisfactory to the Engineer. When unforeseen conflicts are encountered, and Plan changes are necessary, the Contractor shall perform The Work, as altered, in accordance with SubSections 104.03 and 104.04.
B. EXCAVATION FOR TRENCHES:
1. EXCAVATION: In locations where pipe is to be bedded in excavated trenches, the bottoms of such trenches shall be firm, free from boulders and in reasonably close conformity to the established grade. Where any part of the trench has been excavated below the established grade, the part excavated below such grade shall be backfilled with Class I or Class II Soils (Section 810), and firmly compacted.
2. ROCK EXCAVATION: Where the established grade of a trench is in rock, the bottom of the trench shall be undercut a minimum of 150 mm and backfilled and compacted as stated in Sub-Section 670.03.B. Blasting operations shall be conducted in strict accordance with the provisions of Sub-Section 107.12.
3. UNDER PAVEMENT:
a. REMOVING PAVEMENT: The Contractor shall remove pavement as necessary for trench excavation. Pavement shall be cut back from the top edges of trenches for a distance of at least 600 mm on each side of the trench to provide solid bearing for the edges of pavement to be replaced. The procedure for removing pavement shall be in accordance with Section 444 except that no separate payment will be made for Sawed Joints unless a Bid Item for this work is contained in the Proposal.
b. TUNNELING: Tunneling will be permitted under existing sidewalks, curbs, gutters, and pavements in accordance with Section 555.
c. JACKING AND BORING: Where practical, pipe may be jacked under an existing pavement. If this type installation is made the procedures used shall be in accordance with Section 615 except that no separate payment will be made for this Work unless a Bid Item for Jacking and Boring Pipe is included in the Proposal.
4. MINIMUM DEPTH OF TRENCHES: Trenches shall be excavated so as
852

670.03
to provide for a minimum depth of cover of 1.2 m above the barrel of the pipe to the finished surface of the pavement, sidewalk, grass plot, etc., except as otherwise indicated on the Plans or directed by the Engineer. Where a water main or any part thereof is to be placed in or under a new embankment, the embankment at the site of'the pipe shall be completed to a plane at least 600 mm above the top of the pipe barrel before the trench is excavated and the pipe installed.
5. WIDTH OF TRENCHES:Trenches shall be excavated sufficiently wide to allow proper installation of pipe, fittings and other materials.
6. BELL HOLES: Bell holes of ample depth and width shall be excavated in pipe trenches at the location of each joint to permit the joint to be properly made and the pipe barrel to rest firmly on the ditch bottom.
C. CONNECTIONS TO EXISTING MAINS: Each connection to an existing main shall be made with appropriate fittings as shown on the Plans or as directed by the Engineer. When it is necessary to make such connections under pressure, i.e., when normal water service must be maintained, the use of a tapping sleeve and valve may be employed. The Contractor shall furnish the valve tapping machine and all other equipment required for each installation.
1. LOCATION: The Contractor shall, before opening pipe line trenches, locate the various points of connections to be made into existing pipe lines and shall uncover as necessary for the Engineer to prescribe the types of connections and fittings to be installed.
2. INTERRUPTION OF SERVICE: Connections to existing pipe lines shall be made only at such times and in such manner as will meet operating requirements. No cut shall be made in existing lines until the permission of the Engineer has been obtained as to time and manner of making the cuts and connections.
D. LAYING WATER MAINS AND APPURTENANCES: The Contractor shall lay all mains, fittings, and appurtenances to accurately conform to the lines and grades established as follows:
1. HANDLING:: Proper and suitable tools and equipment for the safe and convenient handling and laying of pipe shall be used, and great care shall be taken to prevent the pipe from being damaged, particularly the cement lining on the interior of the cast iron pipe. All pipe shall be carefully examined for cracks and other defects, and no pipe or casting shall be laid which is known to be defective. If any pipe or other casting is discovered to be cracked, broken, or defective, after being laid, it shall be removed and replaced with sound material. All pipe and fittings shall be thoroughly cleaned before being laid and shall be kept clean until accepted in The Work.
2. ALIGNMENT AND GRADIENT: Pipe line alignment and gradient shall be straight, or shall be deflected to follow true curves as nearly as is practicable. Deflection of pipe lines, where required, shall be well within the allowable laying deflection angle, both horizontal and vertical, as
853

670.03
shown on the Plans.
3. SEQUENCE OF WORK: Excavation, cleaning, laying, jointing and backfilling shall be kept up as closely as is possible so as to progress in a uniform manner. In no case shall pipe be left in the trench overnight without completely jointing and capping. The completed pipe line shall not be left exposed in the trench unnecessarily and the Contractor will be required to backfill and compact the trench as soon as is possible after laying, jointing and testing is completed. Each day at the close of work, and at all times when laying is not in progress, the exposed end of the pipe line in the trench shall be closed by the use of an approved head or barrier of wood or metals. If at any time it becomes necessary to cover the end of an uncompleted pipe line with backfill, the end of such pipe shall be closed, using a satisfactory cap or plug.
4. INSTALLATION:
a. All connections which are made inside the roadway shoulders or curbs and gutters shall be flexible joints.
(1) MECHANICAL JOINTS: Bell sockets, spigots, gland, gasket, nuts and bolts shall be thoroughly washed with soapy water before assembly and kept wet until the jointing operation is complete. All nuts shall be tightened within the range of torque recommended by the manufacturer. The tightening tolerance shall be checked with a torque wrench. If effective sealing is not attained at maximum recommended torque, the joint shall be disassembled and reassembled after a thorough cleaning. Bolts shall not be overstressed to compensate for improper installation or defective parts.
(2) "PUSH-ON" TYPE JOINTS: "Push-on" type joints shall be made in accordance with the manufacturer's recommendations.
(3) BELL AND SPIGOT CONNECTIONS WITH LEAD JOINTS: All bell and spigot connections shall be joined with lead and tubular or moulded rubber gasket. The inside of the bell, and the outside of the pipe shall be thoroughly cleaned.
(a) GASKET: All lead joints shall be made with tubular or moulded rubber gasket, properly installed in accordance with manufacturer's recommendations. Asbestos rope or treated paper rope may be used only with the approval of the Engineer when the space between the bell and spigot will not permit the use of a rubber ring.
(b) LEAD: The depth of lead joint shall be not less than 50 mm and, in all cases, must be poured to the full depth of the lead groove. The melting pot shall be kept near the joint to be poured and not more than one pouring shall be made for each joint. Dross shall not be allowed to accumulate in the melting pot. The joints shall be thoroughly caulked in such a manner as to secure a tight joint without overstraining the iron in the bells.
854

670.03
b. CUTTING: Wherever pipe or special castings are required to be cut, the cutting shall be done using pipe cutters. The use of hammer and chisel or cutting torch will not be permitted.
c. GATE VALVES: Gate valves, in general, shall be installed and jointed as specified above for water mains. The installation of gate valves shall include the installation ofvalve boxes, where required.
d. FIRE HYDRANTS: Hydrants, in general, shall be installed and jointed as specified above for water mains. The installation of hydrants shall include the installation of vertical extension sections, if required, and shall also include the installation of pipe straps, concrete blocking, crushed stone drain and backfill as shown on the Plans, and as specified herein.
e. CONCRETE BLOCKING: The Contractor shall furnish all materials and perform all labor necessary for installing concrete blocking as specified herein. Concrete blocking shall be formed and poured at the backs of fittings, including elbows, tees, pipe plugs, fire hydrants and other locations shown on the Plans or directed by the Engineer.
f. BACKFILLING: The Contractor shall furnish all equipment and labor, and when necessary, the material required for backfilling the pipe line trenches in accordance with the applicable provisions of Section 207. When testing for leaks in open trenches, backfilling shall not be done until after all testing has been completed and all leaks eliminated.
Where adjacent pavements are to be retained, pavement removed for pipe line trenches shall be replaced in kind or when approved, with equal or better material. After backfilling the Contractor shall maintain a smooth riding surface until the repaving is completed. No separate payment will be made for replaced pavement unless a Bid Item for this work is contained in the Proposal.
g. TESTING AND STERILIZATION:
(1) TESTING: When a section of pipe is approved for testing by the Engineer, the Contractor shall furnish all materials, equipment and labor to properly carry out this operation. This will include a test pump and a means of accurate measurement of water necessary to maintain the required pressure during the prescribed time of testing. The Contractor shall furnish, install and remove any temporary bulkheads, flanges and plugs, also corporation stops at high points in pipe line and at the test pump, when necessary.
(a) SEQUENCE OF TESTING: PREPARATION FOR TESTING: Whenever conditions permit, as determined by the Engineer, pipe lines will be tested before the trench is backfilled and before service lines are installed. However, ifhigh pressure testing must be done after service lines are in place they shall be shut off at the corporation stops.
After necessary joints, bulkheads, etc., have been installed,
855

670.03
corporation stops, if no other means can be provided, shall be placed in the high points of the pipe line and at the pump as required, and the pipe blown free from air according to accepted procedure. (b) TEST PRESSURE: Test pressure shall be 345 kPa higher than the designated class pressure of pipe and fittings. Leakage shall not exceed 1.4 L of pipe diameter per km per 24 hours. The minimum test period shall be two hours. However, if additional testing is required, as determined by the Engineer, the Contractor shall perform the procedure with no additional compensation.When service lines cannot be isolated (i.e., shut off from the section to be tested), or other conditions exist where pressure testing as described above may cause damage, the line may be tested under normal operating pressure when approved and so directed by the Engineer. This work shall be done in open trenches, where possible, and testing repeated until all visible leaks are eliminated.
Leaks and Defective Materials or Quality of Work: Joints which leak shall be carefully remade. Cracked, broken or defective materials shall be replaced. Defective workmanship, if this condition exists, shall be corrected. After the Engineer feels that the above conditions have been corrected the line shall be retested as described above until the line passes the necessary requirements. The Contractor shall receive no further compensation for the corrections or retesting.
(2) STERILIZATION: Pipe lines and appurtenances, both existing and new, which are the responsibility of the Contractor by reason of and within the overall limits of construction shall be sterilized before being placed in service. The sterilization process may be done in conjunction with the pressure test.
(a) METHOD OF CHLORINATION: Only potable water shall be used in this work with calcium hypochlorite (HTH), 1% chlorine solution, or other products acceptable to the Engineer and Department of Public Health. The work shall be done in an approved manner and sufficient sterilizing agent shall be added to provide a chlorine residual of 10 ppm (parts per million) in 24 hours. At the end of 24 hours the chlorine residual shall be checked and if found to be less than 10 ppm, additional chlorine shall be added and the line checked again after 24 hours.
(b) FLUSHING:Following satisfactory sterilization, the line shall be flushed with potable water until the chlorine residual in tests made at the point of discharge is equal to the chlorine residual of the potable water used for flushing. The pipe line shall remain full for 24 hours, and the Contractor shall request the local Health Department to take bacteriological samples to be furnished the Georgia Department of Public Health for analysis. When test results are not satisfactory, additional sterilization shall be done
856

670.03
by the Contractor, without additional compensation, until satisfactory samples are obtained. All samples shall be taken in the presence of the Engineer.
E. LAYING SERVICE LINES AND APPURTENANCES: Except as modified below, construction and installation of service lines shall be in conformity with all the requirements for laying water mains. Service lines shall be installed at the locations shown on the Plans or as designated by the Engineer, and shall include complete installation of the new pipe, of the specified size, from the water main to the final location of the meter, or to such points as designated by the Engineer to connect with existing or future service lines on abutting property. The installation of service line pipe shall include all necessary connections, including unions, valves, fittings, corporation stops, goosenecks where permitted, and curb stops.
1. EXCAVATON AND BACKFILL:
a. EXCAVATION: Excavation shall be done as previously specified with the following exception:
(1) MINIMUM TRENCH DEPTH: Depth of trenches under pavements and across driveways shall be sufficient to provide the specified minimum cover of 1.2 m unless otherwise directed by the Engineer. At other areas the depth of trench and backfill cover may be adjusted, at the discretion of the Engineer, to provide a minimum depth cover of 450 mm.
b. BACKFILL: Backfill shall be as specified above for Water Mains with the following exception:
(1) Backfilling shall only be done after a leakage test has been made under normal operating pressure in open trenches and all leaks eliminated.
2. LAYING AND JOINTING:
a. COPPER PIPE: All pipe ends shall be cut square and burred internally and externally before insertion in fitting socket. Pipe ends shall be sanded clean and all fitting sockets shall be wire brush cleaned to ensure 100% tinning of the socket and pipe joint surfaces and to ensure full solder penetration of the joint. No acid or acid base material shall be used for surface cleaning. The solder bead at the external pipe to socket joint shall be wiped with a dry cloth while the solder is still molten.
b. GALVANIZED STEEL PIPE: Galvanized steel pipe shall be installed in accordance with the trenching and laying specifications given herein for other service lines insofar as they apply.
c. PLASTIC PIPE: Plastic service line pipe shall be installed in accordance with manufacturer's recommendations. Connections may be compression or flare type. Plastic pipe shall be snaked in the trench, allowing not less than 1% additional length of pipe for thermal
857

670.03
contraction. Before backfilling, water shall be run through the pipe to cool to operating temperature and, under normal line operating pressure, all joints checked for leaks. After all leaks are repaired, the trench shall be backfilled with 150 mm of clean, selected, clod-free and rock-free material and thoroughly tamped before proceeding with normal backfill.
F. RELOCATIONS, ADJUSTMENTS AND REMOVALS:
1. Water Valves, including valve boxes and fire hydrants will be relocated, adjusted to grade or removed as shown on the Plans or as designated by the Engineer. The Contractor shall exercise due caution to protect all parts during the removing and relocating operation and shall replace all items lost or damaged at his expense. All lead or composition joints shall be melted out and each joint disconnected before being removed from the trench. Relocated gate valves or fire hydrants will be installed as specified for new gate valves or fire hydrants. Concrete blocking, constructed as specified above will be required for fire hydrants. Tests for leakage shall be remade and retested until all leaks are stopped. Backfilling shall be done as specified herein. Concrete blocking and any additional pipe required in resetting the gate valve or fire hydrant at its new location will be paid for separately. Valve boxes, when they exist, shall be considered to be a part of the valve assembly and shall be removed intact with the valve.
2. Existing water meters and boxes will be relocated as shown on the Plans or as designated by the Engineer. The relocation shall include the removing of the existing meter and meter box and installing a short section of pipe in place thereof. This item shall also include, without additional compensation, all required pipe, unions and appurtenances, storage protection where necessary, and reinstalling the meter, meter box and curb stop in the existing service line as directed. The Contractor, with the Engineer, shall inspect each meter before its removal so as to determine the condition of the meter. If a meter is found to be defective, the Department will furnish the Contractor a replacement meter for the installation.
3. Existing water service lines will be adjusted to grade, by excavating for, and lowering or raising the existing service lines and backfilling at the same location, as shown on the Plans or directed by the Engineer. Any new materials or fittings required for the adjustment shall be furnished by the Contractor without additional compensation. He shall also make any changes in the connection at the main which are the result of this work. All leaks and damage caused by the Contractor's operations shall be repaired at his expense. Where a water meter is to be retained at the same location in an existing service line that is to be adjusted, the meter and box shall also be adjusted to the proper grade. No additional compensation will be allowed for this adjustment.
4. Existing Water Meter and Wate-r Valve Boxes will be lowered or raised
858

670.04
to the grade established on the Plans or by the Engineer in accordance with Section 61l.
670.04 MEASUREMENT: Water Mains, Service Lines and other items of work in this Specification, complete in place and accepted, will be measured for payment as follows:
A. WATERMAlNS: Water mains shall be measured in linear meters for each size installed. Measurement shall be made along the center, parallel to the slope of the pipe, from end of each installation through all valves and fittings.
B. FIITINGS: Pipe fittings shall be considered subsidiary to the water line in which they are used and shall not be measured for separate payment.
C. Gate Valves including Boxes, when required, will be measured by the number of each size installed.
D. Tapping Sleeve and Valve Assembly will be measured by the number of each size installed.
E. Fire Hydrants will be measured by the number of each installed.
F. SERVICE LINES: Service lines will be measured in linear meters for each size of service pipe installed. Measurements will be made from end to end and from center of lines to ends of branches including valves and fittings. Valves and fittings will not be measured separately for payment.
G. RELOCATE EXISTING FIRE HYDRANTS, WATER VALVES AND WATER METERS: Existing fire hydrants, water valves and water meters will be measured by the number of each actually relocated, including relocation and final adjustment of boxes for such valves and meters.
H. ADJUST EXISTING METER BOXES AND VALVE BOXES TO GRADE: Existing meter boxes and valve boxes adjusted to grade in their original locations, will be measured by the number actually adjusted in accordance with Section 611 of the Specifications.
1. REMOVAL OF WATER VALVES AND FIRE HYDRANTS: Existing water valves, including boxes when necessary, and fire hydran ts, will be measured by the number of each actually removed.
J. EXCAVATION FOR TRENCHES: Excavation will not be measured for payment separately, but the cost thereof shall be included in the amount Bid for the Item to which it pertains.
K CONCRETE BLOCKING: The actual quantity of concrete blocking installed in accordance with and within the limits of the details shown on the Plans or specified, will be measured in cubic meters.
L. ADJUSTING SERVICE LINES TO GRADE: This Item will be measured in linear meters of service line pipe actually lowered or raised, including all valves, fittings, meters, boxes, and other integral appurtenances. Measurement shall be made from end to end of actual adjustments.
859

670.05
M. INCIDENTALS: Backfilling, pavement removed and replaced including sawing, testing and sterilizing will not be measured for separate payment.
N. Steel Casing will be measured in linear meters for each size installed. Measurement will be made along the center, parallel to the slope ofthe casing.
O. Butterfly valves including boxes, when required, will be measured by the number of each installed.
P. Double strap saddles will be measured by the number of each size installed.
670.05 PAYMENT: The Contract Unit Price for each Item, complete, accepted, and measured for payment, shall include all cost incidental to the construction of the Item as shown on the Plans and specified herein. The Unit Prices Bid shall include due allowance by the Contractor for the salvage value of all materials removed from existing or temporary lines, and not installed in the completed work. All such surplus items will become the property of the Contractor unless otherwise specified. Payment for any Item listed below will be full compensation for the Item or Items complete in place as specified. When water mains or service lines are to be placed in casings the cost of furnishing and installing casings will be paid for separately.
A. Water Main Pipe will be paid for at the Contract Unit Price per linear meter for each size of pipe installed, which payment shall be full compensation for furnishing all materials including fittings, for excavation, backfilling, removal and replacement of pavement, testing, sterilizing and other incidentals necessary to complete the Item. Payment shall also include all cost oflaying pipe in casing when required.
B. Gate Valves will be paid for at the Contract Unit Price per each for each size of valve installed complete in place, including box, if required, and all material and labor for joint connections.
C. Tapping Sleeve and Valve Assemblies will be paid for at the Contract UnitPrice per each size installed complete in place, including materials and labor for joint connections.
D. Fire Hydrants will be paid for at the Contract Unit Price per each for each hydrant installed complete in place, including vertical extensions, joint connections, pipe straps, crushed stone drain and other incidentals necessary to complete the Item.
E. Service Line Pipe will be paid for at the Contract Unit Price per linear meter for each size of pipe or tubing, which payment shall be full compensation for excavation, backfilling, removal and replacement of pavement, testing, sterilizing; corporation and curb stops, goosenecks where required; fittings, jointing, connecting to the main and other incidentals necessary to complete the Item. Payment will also include laying pipe in casing when required.
F. Relocate Existing Fire Hydrant will be paid for at the Contract Unit Price per each complete in place, including crushed stone drain and other incidentals necessary to complete the Item.
860

670.05

G. Relocate Existing Water Valve Including Box will be paid for at the Contract Unit Price per each set complete in place, including excavation, backfill and other incidentals necessary to complete the Item.

H. Relocate Existing Water Meter Including Box will be paid for at the Contract Unit Price per each set complete in place, including excavation, backfill and other incidentals necessary to complete the Item.

1. Adjusting Existing Meter Boxes and Valve Boxes to Grade will be paid for in accordance with Section 611.

J. Removal of Existing Water Valves will be paid for at the Contract Unit Price per each water valve removed. Valve boxes, when existing, shall be included and removed without additional compensation.

K Removal of Existing Fire Hydrants will be paid for at the Contract Unit Price per each fire hydrant removed.

L. Excavation For Trenches. No separate payment will be made for excavation.

M. Concrete Blocking will be paid for at the Contract Unit Price per cubic meter, complete in place. The payment will include the cost of excavation and backfilling, forming and all necessary work incidental to placing concrete blocking as shown on the Plans or specified. Payment will be made under Section 500.

N. Steel casing will be paid for at the Contract Unit Price per linear meter for each size of casing installed, which payment shall be full compensation for furnishing all materials, for excavation, backfilling, removal and replacement of pavement, and other incidentals necessary to complete the item.

O. Butterfly valves will be paid for at the Contract Unit Price per each for each size of valve installed complete, in place, including box, if required, and all materials and labor for joint connections.

P. Double strap saddles will be paid for at the Contract Unit Price per each size installed complete in place, including materials and labor for joint connections.

Payment will be made under:

Item No. 670. Water Main mm

per Linear Meter

Item No. 670. Gate Valve mm

per Each

Item No. 670. Tapping Sleeve and Valve Assembly

_ _ mm~x

mm

per Each

Item No. 670. Fire Hydrant

per Each

Item No. 670. Water Service Line mm

per Linear Meter

Item No. 670. Relocate Existing Fire Hydrant..

per Each

Item No. 670. Relocate Existing Water Valve Including Box

per Each

Item No. 670. Relocate Existing Water Meter Including Box

per Each

Item No. 670. Adjust Water Service Line to Grade

per Linear Meter

Item No. 670. Remove Existing Water Valve Including Box

per Each

Item No. 670. Remove Existing Fire Hydrant

per Each

861

676.01
Item No. 670. Steel Casing mm Item No. 670. Butterfly Valve mm Item No. 670. Double Strap Saddle mm x

per Linear Meter

per Each

mm

per Each

SECTION 676-APPURTENANCES FOR WATER SYSTEMS

676.01 DESCRIPTION: This work shall consist of furnishing and installing drinking fountains, wash hydrants and yard hydrants.

676.02 MATERIALS: Materials shall meet the following requirements: DRINKING FOUNTAINS: Each unit shall consist of a freeze-proof
fountain and valve assembly with jug filler mounted in base; a chrome plated cast bronze receptor or a 1 mm stainless steel receptor with a 31 mm galvanized iron waste pipe connected to a 50 mm galvanized iron drain pipe; a chrome plated vandal-proof bubbler locked to receptor; one freeze-proof valve and one flow regulator supplying the bubbler; one freeze-proof valve and one flow regulator supplying the jug filler. Valves shall be for minimum 450 mm bury and each shall have a 9 mm copper pipe drain connected to a 50 mm galvanized drain pipe. Valves shall be actuated by separate handles mounted at a height convenient to adults and to children using the service stop provided; a 130 mm x 235 mm stainless steel cover plate shall be provided at each handle; a common 19 mm connection to a 25 mm water supply line shall be provided for the valves. Base materials for each drinking fountain shall consist of Class "An Concrete, Section 500; rubble stone or brick as shown on the Plans; mortar and grout as specified in Sub-Section 843.03.
WASH HYDRANT: Materials shall be shown on Plans except that base materials shall consist of Cass "An Concrete, as specified in Section 500.
YARD HYDRANT: Material shall be as shown on Plans except as follows:

Crushed Stone, Size 57

Section 800

Marine Plywood shall meet the requirements of the American Plywood Association.

676.03 CONSTRUCTION:Drinking fountains shall be installed as shown on the Plans. All plumbing shall conform with the applicable provisions of Section 670.
Wash hydrants shall be installed as shown on the Plans. Concrete base construction shall conform to Section 500. All plumbing shall conform to applicable provisions of Section 670.
Yard hydrants shall be installed as shown on the Plans. All plumbing shall conform with the applicable provisions of Section 670. A sump pit shall be constructed with each new yard hydrant. The sump pit shall be built to the dimensions shown on the Plans. The pit shall be filled with crushed stone, size No. 57, and capped with marine plywood cut to the dimensions shown on the Plans.
Service lines and appurtenances shall be in accordance with the applicable portions of Section 670.

862

680.02

676.04 MEASUREMENT: All Items furnished and installed under this Section, will be measured per Each, including drainage connection and sump pit where applicable, complete in place and accepted.

676.05 PAYMENT: All Items measured as above will be paid for at the Contract Unit Prices.

Payment will be made under: Item No. 676. Drinking Fountain Item No. 676. Wash Hydrant Item No. 676. Yard Hydrant

per Each per Each per Each

SECTION 68o-HIGHWAY LIGHTING

680.01 DESCRIPTION: This Work shall consist offurnishing and installing Roadway and Structure Lighting Systems complete or to the extent indicated on the Plans. All work shall be performed in accordance with the Specifications and the details shown on the Plans. Payment items related to Section 680 are described in the following Sections:

Lighting Standards and Luminaires

681

Wire, Cable and Conduit

682

High Level Lighting Systems

683

The Contractor performing this Work must be on the Department's list of approved electrical contractors or electrical subcontractors. The Contractor shall have a qualified electrician on the job site at all times when electrical wiring is being pulled or electrical connections are being made. The term qualified electrician shall mean one who has a Class II license, issued by the Georgia State Construction Industry Licensing Board, or one who has completed an approved four year apprenticeship training program, and has been classified as a Journeyman Electrician. The qualified electrician shall bear evidence of his classification and shall display this evidence to the Department's engineer in charge of the construction.

680.02 MATERIALS: Materials used in this construction shall conform to the requirements of the following unless otherwise stipulated:

Material Gray Iron Castings Portland Cement Concrete, Class A Bar Reinforcement for Concrete Structures Paints (Field Painting)
Coarse Aggregate Fine Aggregate Cement Concrete Curing Materials Lighting Standards and Towers Luminaires Electric Wire and Cable Electric Conduit Miscellaneous Electrical Materials

Reference 854.01 500 853.01 870 800 801 832 920 921 922 923 924

863

680.03
A. Prior to purchasing any materials, the Contractor shall submit to the Engineer for approval, seven copies of a complete list of all materials and structures including shop drawings. This list shall contain the manufacturer's name, catalog number(s), and any other descriptive data as necessary to clearly define the item.
B. Upon acceptance of the Work, all guarantees on mechanical and electrical equipment, which are normally furnished by the manufacturer, shall be obtained by the Contractor and given to the Engineer. The Engineer will then transmit these guarantees to the agency which will be responsible for maintenance ofthe equipment in the future. All materials and mechanical equipment furnished under these Specifications shall be new. All electrical materials shall be of the types and kinds approved by the Underwriters' Laboratories, Inc., the American Institute of Electrical Engineers (AlEE) and the National Electrical Manufacturers' Association (NEMA) where such a standard has been established for the particular type of material in question.
C. The Contractor shall secure from the supplier or manufacturer a certification, including mill certificates, guaranteeing that the item(s) under consideration were manufactured in accordance with the applicable requirements of the Specifications. The Certificate shall also indicate that representative samples have been tested and test results conform to the requirements of the Specifications. A copy of the bill of lading, sales order, or a list showing the quantity of material furnished for a specific project shall be attached and made a part of the certification by reference.
680.03 CODES, FEES, AND PERMITS:
A. CODES: All material furnished and all work performed shall be in accordance with the latest revision of the National Electrical Code, the National Electrical Safety Code, the Illuminating Engineering Society, American National Standards Institute, regulations and standards of the power company providing service, and the codes, regulations, and rules prevailing in the area or municipality in which the Work is being performed insofar as they apply.
B. FEES AND PERMITS: All fees and permits required by power companies or governmental agencies shall be paid by the Contractor.
680.04 EQUIPMENT: All equipment necessary for the satisfactory performance of the Work shall be on the project and approved before construction will be permitted to begin.
680.05 CONDUIT: Conduit of the type and size specified shall be installed at the locations shown on the Plans, or as directed. "Conduit" shall mean either metallic or non-metallic pipe, tube, or duct. "Rigid Conduit" shall mean metallic conduit unless otherwise noted.
Ends of metallic conduit shall be reamed after threads are cut. Other conduit shall be reamed as necessary. All ends shall be cut square and shall butt solidly in the joints to form a smooth raceway for cables.
864

680.05
Conduit joints shall be made in such a manner so as to form a water-tight seal. Metallic conduit threads shall be coated with red or white lead, pipe compound, or thermoplastic seal, and then securely connected. Asbestos cement conduit joints shall be made with hot tar, asphalt, or bitumen paint and driven tightly. Plastic and bituminous fiber conduit joints shall be made with the materials and in the manner recommended by the manufacturer of the conduit and approved by the Engineer.
Bushings shall be installed in conduit where necessary for protection of the conductors. When the conduit is installed for future use, the ends of metallic conduit shall be properly threaded and capped. The ends of non-metallic conduit runs shall be satisfactorily plugged to prevent water or other foreign matter from entering the conduit system.
A. UNDERGROUND CONDUIT:
1. GENERAL: Underground conduit shall consist of encased or direct burial conduit. The conduit shall be installed in a trench excavated to the dimensions and lines specified on the Plans. Minimum finished cover, unless otherwise specified, shall be 450 mm, except under pavement, which shall be 600 mm below the bottom of the pavement. The encasement under roadway pavements or surfaces shall extend a minimum of 300 mm beyond the outer edges of the surface or paved shoulders, or 300 mm beyond the outer edge of the sidewalk, or 300 mm beyond the outer edge of the curb when no shoulder or sidewalk is indicated. The conduit shall extend at least 150 mm beyond the encasement. If Type I, nonmetallic conduit, is used in the encasement, the 150 mm beyond the encasement and the last 600 mm of the encasement shall be Type II, nonmetallic conduit. 75 mm of concrete shall be placed in the bottom of the trench and the conduit placed thereon. The ends of the conduit shall be plugged temporarily to prevent the entrance of concrete or foreign material. Concrete shall then be placed in the trench to a depth that will provide a minimum of 75 mm of concrete above the conduit. No conduit shall be encased with concrete until inspected and approved by the Engineer. Concrete encasement shall be cured in accordance with Sub-Section 500.12, except that the curing period may be reduced to 24 hours. Precast concrete encasement will be permitted when approved by the Engineer.
2. DIRECT BURIAL CONDUIT: Direct Burial Conduit shall be installed as shown on the Plans and shall consist of rigid galvanized steel, rigid aluminum, bituminous fiber, asbestos cement, or unplasticized polyvinyl chloride conduit. Minimum coverage, unless otherwise specified, shall be 450 mm below top of finished ground, or 600 mm below the bottom of the pavement. When rock is encountered in the bottom of the trench, the conduit shall be installed in a bed of well compacted, fine grain soil at least 100 mm thick.
865

680.05
a. BACKFILLING: Encased conduit shall not be backfilled until the concrete encasement has cured a minimum of 24 hours. After the installation of direct burial conduit has been inspected and approved by the Engineer, it shall be promptly backfilled to the required grade with soil free of rocks or other foreign matter. Backfilling shall be performed with approved material in layers not exceeding 150 mm in loose depth, and each layer shall be compacted to 100% of the maximum dry density as determined by test method GDT 7, 59, or 67.
B. CONDUIT ON STRUCTURES: Conduits, condulets, hangers, expansion fittings and accessories shall be installed on structures in accordance with the Plans, and unless otherwise specified, in accordance with the following: Conduit shall run parallel to beams, trusses, supports, pier caps, etc., in the most direct manner. Horizontal runs shall be installed in a slight grade, without forming low spots, in order that they may drain properly. Conduits shall be run with smooth, easy bends. They shall be held in boxes with locknuts and shall have bushings for protection of the conductors. Conduit shall not be clamped or attached to beam flanges.
C. TESTING CONDUIT: After the installation of conduit is completed, it shall be tested by the Contractor with a mandrel in the presence of the Engineer. The mandrel shall have a diameter 6 mm smaller than the conduit, and a length of 50 mm. All conduits which will not allow the mandrel to pass through shall be repaired to the satisfaction of the Engineer. If repairs cannot be effected, the conduit shall be removed and replaced at no additional cost to the Department. Before beginning any excavation, the Contractor shall determine the location of any electrical lines, drainage, or utility facilities in the vicinity and shall conduct the work in such a manner as to avoid damage to same. Precautions shall be taken to ensure that the conduit will be located to avoid conflict with proposed guardrail, sign posts, etc. Conduit runs shall be built in straight lines where possible. Where sweeps are necessary, long sweep bends shall be used when feasible. A radius of six times the nominal diameter of the conduit is the minimum that shall be used, unless otherwise specified. Obstructions encountered when excavating trenches for underground conduit may require minor changes in locations of conduit runs, pull boxes, etc. All such changes will be subject to the approval of the Engineer. Where possible, a minimum of 300 mm shall be provided between the finished lines of conduit runs and utility facilities, such as gas lines, water mains, and other underground facilities not associated with the electrical system. Where the conduit run is adjacent to concrete walls, piers, footings, etc., a minimum of 100 mm of undisturbed earth or firmly compacted soil shall be maintained between the conduit and the adjacent concrete, or when the conduit is encased, between the encasement and the adjacent concrete. Unless specified on the Plans, trenches shall not be excavated in existing pavement or surfaced shoulders to install conduit. When it is necessary to place conduit under an existing pavement, the conduit shall
866

680.06
be installed by jacking, boring, or other approved means. When the Plans specifically allow excavation of a trench through an existing pavement or surfaced shoulder the Contractor shall restore the pavement, surface, base, and subgrade to a condition satisfactory to the Engineer. Removal and satisfactory disposal of existing pavement, surface, base, and subgrade, and restoring them to their original condition will not be paid for directly but all costs thereof shall be included in the Contract Price for the Items to which they pertain.
Unless otherwise specified, all trenches for conduit shall be cut on a slight grade (0.25% min.) for drainage. Where it is not practical to maintain the grade all one way, the duct lines shall be graded from the center, both directions, down to the ends. Pockets or traps where moisture may accumulate shall be avoided. The walls of the trench shall be essentially vertical. The bottom of the trench shall be tamped as necessary to produce a firm foundation for the conduit. The Contractor shall sheet and brace the trenches, when required, and shall adequately support all pipe and other structures exposed in trenches, if support is necessary to prevent damage. Furnishing, installing and subsequent removal of sheeting, bracing, and supports will not be paid for directly, but all costs connected therewith shall be included in the contract prices for other items.
D. ENCASED CONDUIT: Encased conduit shall be placed at the locations shown on the Plans and, unless otherwise specified, shall be constructed in accordance with the following: The encasement shall be constructed of Class "Pi' concrete meeting the applicable requirements of Section 500 of the Specifications. After the mandrel test, all conduits shall be thoroughly cleaned in an approved manner, acceptable to the Engineer. When conduit is installed and wiring is to be done at a later date, the Contractor installing the conduit shall perform the mandrel test, ream duct opening to remove burrs or foreign matter, thoroughly clean, provide and install a weatherproof cap at each open end. This Work is to be inspected and approved by the Engineer.
680.06 PULL AND JUNCTION BOXES: Pull and junction boxes shall be constructed in accordance with the design, dimensions, and at the locations shown on the Plans. Concrete boxes shall be constructed of Class "A" concrete meeting the applicable requirements of Section 500, including precast concrete boxes. Manufactured units will be permitted when determined by the Engineer to be equal in design, quality, and structural strength. Cast iron, steel, or reinforced concrete covers, as shown on the Plans shall be provided with each pull or junction box.
Cast iron or steel covers used on electrical junction boxes or pull boxes shall be grounded as required by NEC Section 370-18(c) in conjunction with NEC Section 250-42.
Conduit entrance holes in pull or junction boxes shall be sealed around conduit after installation in a manner acceptable to the Engineer. Unused
867

680.07
entrance holes and openings for conduit to be extended by others shall be blanked off with suitable plugs of plastic, bituminous fiber, or other approved material to prevent the entrance offoreign matter.
Pull and junction boxes shall be provided with a hole for drainage unless the application dictates otherwise or the Engineer dictates otherwise. A drainage system shall be provided for each ground mounted box to assure that no water will accumulate inside the box.
680.07 UNDERGROUND CABLE FOR LIGHTING CIRCUITS: Underground cable for lighting circuits shall consist of cable with or without conduit, as shown on the Plans. When it is necessary to install a cable under an existing pavement or surfaced shoulder, conduit, as specified, shall be installed in accordance with the applicable provisions of Sub-Section 680.05.Al, and the cable placed therein.
A. CABLE INSTALLATION: Where cable is brought up into the base of the lighting standard or junction box, sufficient slack shall be left to enable the connections to be made outside the standard or box.
1. CABLE IN CONDUIT: Cables in conduits shall be carefully pulled into place using approved methods so that the cable will be installed free from electrical or mechanical injury. Powdered soapstone, talc, or other inert lubricants shall be used in placing conductors in conduit. Conductors shall be handled and installed in such a manner as to prevent kinks, bends, or other distortion which could cause damage to the conductor or outer covering. All cables within a single conduit shall be pulled at the same time. When cables are pulled through hand holes in pole shafts, etc., a pad offirm rubber or other suitable material shall be placed between the cable and the edges of the opening to prevent cable damage.
2. DIRECT BURIAL CABLE IN TRENCHES:Cables shall not be unreeled and pulled into the trench from one end. They shall be unreeled and laid alongside the trench and then laid in the trench. The cables shall be allowed to "snake" slightly in the trench to allow for settling of earth. There shall be no crossovers of cable in the trench.
B. SPLICES:
1. Splicing of conductors shall be performed in accordance with the National Electrical Code and the splice manufacturer's recommendations and shall be subject to the approval of the Engineer. Splices shall be made only in junction boxes and pole bases unless otherwise shown on the Plans. Straight or line splices of conductors of the same size shall be made with tin plated copper compression tubular splices. Splices of conductors of different sizes or different terminating directions shall be made by using tin plated copper compression ring tongue terminals on each conductor then bolting them together with stainless steel or high strength silicone bronze hardware. Locknuts, pal nuts, or lock washers shall be used to ensure the connection does not
868

680.08
loosen. Split bolt connectors are not acceptable and shall not be used. After the conductor splice is made, it shall be insulated with heat shrinkable tubing that has an adhesive coating on the inner wall supplied by the manufacturer. The shrink tube shall be selected so that when it is applied over the connector it has an insulation thickness equal to or greater than the insulation thickness of the conductor used. The heat shrinkable tubing shall be UL listed and shall meet ANSI C119.1 (latest edition) requirements for submersible and direct buried splices. When connections are bolted together, the bolted connection shall be wrapped with cloth tape prior to applying the heat shrinkable tubing. All sharp points and edges on splices shall be padded to prevent the heat shrinkable tubing from splitting during shrinking. The shrink tubing should be positioned so that a minimum 75 mm seal length ( 13 mm) is established on each side of the splice after the tube is fully recovered. All spliced joints shall be watertight.
2. Underground cable splices, if specified, shall be made in accordance with Sub-Section 680.07.B.1.
3. An oxidation inhibitor compound shall be used on all connections of aluminum conductors.
C. GROUNDING:
1. The neutral/grounding conductor shall be continuous and of the type and size shown on the Plans. The neutral/grounding conductor shall be connected to the ground rod at all control points, and to the ground wire cast in pole foundations. All connections shall be made in accordance with the details shown on the Plans.
2. GROUND ROD: Ground Rods shall be installed adjacent to the light standard base at the locations shown on the Plans.
a. Single ground rods shall be driven vertically until the top of the rod is at least 300 mm below the finished ground. A length of No. 6 AWG, bare solid, soft drawn or medium hard drawn, copper ground wire shall be attached to the ground rod with suitable ground rod clamps and connected to the grounding nut of the standard base.
b. When sufficient penetration cannot be obtained in the above manner, a ground rod system consisting of three parallel ground rods shall be placed a minimum of 2 m center-to-center in a horizontal pattern and at least 300 mm below the finished ground. These rods shall be joined and connected to the grounding nut of the standard base with No.6 AWG, bare solid, soft drawn or medium hard drawn, copper ground wire and suitable ground rod clamps.
680.08 LIGHT STANDARD AND TOWERS: Light standards or towers of the design, kind and size specified shall be installed in accordance with, and at the locations shown on the Plans. These structures, complete with supporting assembly and luminaires as specified, shall be installed to the mounting height
869

680.08
shown on the Plans. Transformer bases are considered to be an integral part of the lighting standard unless otherwise specified.
A FOUNDATIONS:
1. BOLT-DOWN BASE POLE FOUNDATIONS FOR ANCHOR OR TRANSFORMER TYPE BASE: A hole shall be excavated to the size and depth as shown on the Plans. All excavated material shall be removed and disposed of as directed by the Engineer. Anchor bolts of the type and size specified shall be accurately placed in accordance with the recommendations of the pole manufacturer and securely held to ensure proper position in the completed foundation. Under no circumstances shall realignment of anchor bolts be allowed after the foundation is poured. Conduits in foundations shall be accurately placed, oriented in the proper direction to accomodate service cables, and securely held to avoid displacement. Class "An concrete shall then be placed in the excavated area against undisturbed earth to an elevation 100 mm below the finished ground line, and in an approved form from 100 mm below said ground line to the finished top of foundation elevation, as specified. The top and formed portion of the foundation shall have all edges chamfered. The portion of the foundation above, and at least 50 mm below, finished grade on all sides shall be given a Type III finish in accordance with the provisions of Sub-Section 500.13. Where breakaway bases are required, no portion of the base or anchor bolts shall protrude more than 100 mm above the groundline.
2. Pole foundations on structures and foundations for Towers shall be constructed in accordance with the details shown on the Plans. Where breakaway bases are required, no portion of the base or anchor bolts shall protrude more than 100 mm above the groundline.
3. PRESTRESSED CONCRETE BUTT BASE POLE FOUNDATIONS: Excavation for prestressed concrete butt base lighting standard foundations may be performed by manual or mechanical methods. The holes shall be dug or drilled to the depth and in the diameter shown on the Plans. 150 mm of crushed stone shall be placed in the bottom of the hole and compacted. The crushed stone shall meet the requirements of Sub-Section 800.01, Stone Size 57.
B. INSTALLATION: The standards or towers shall be erected as recommended by the manufacturer and approved by the Engineer. Erection shall be accomplished carefully to preclude marring the finish or otherwise damaging the standard. The lighting supports shall be grounded as shown on the Plans.
1. BOLT-DOWN BASE POLES, ANCHOR OR TRANSFORMER TYPE: Standards with bolt-down bases shall be set on foundations constructed in accordance with Sub-Section 680.08.A 1. Metal shims or double nuts
870

680.10
supplied with the poles shall be utilized to plumb the pole about its center axis if the bracket arm type is used. Unless otherwise specified, when the single arm type is used, the back side of the standard shall be plumbed after the luminaire and hardware are installed, thus providing a slight rake or lean away from the traveled way.
2. PRESTRESSED CONCRETE BUTT BASE POLES: Prestressed concrete butt base lighting standards shall be placed in the hole and on the layer of crushed stone prepared in accordance with Sub-Section 680.08.A3. The pole shall be positioned in the center of the hole at grade and held in place. The lighting standard with single bracket arms shall be raked as stipulated for poles with bolt-down bases in SubSection 680.08.B.1. The lighting standards with two bracket arms shall be set plumb. The space surrounding the pole butt base shall then be filled with crushed stone, applied in 150 mm layers. The crushed stone shall meet the same requirements specified for the stone foundation in Sub-Section 680.08.A3. The stone backfill material shall be moistened as necessary and each layer shall be thoroughly compacted with mechanical tamping equipment. The backfill with crushed stone shall continue to the depth of the .bottom edge of the cable entrance in the butt base. After the installation of the electrical cable is completed, the crushed stone backfill shall be continued in 150 mm layers and compacted to a depth of one foot below grade. The remaining 300 mm shall be backfilled with soil in two equal layers and each layer shall be thoroughly compacted.
3. FRANGIBLE OR BREAKWAY STANDARD: All lighting standards required to be frangible or breakaway shall meet the breakaway requirements of AASHTO "Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals," and Plan details.
4. When lighting is to be installed on a bridge, the Contractor shall, before ordering the standards, examine the Bridge Plans or the completed structure, whichever is applicable, to determine the exact nature of the proposed or existing details which will accommodate the lighting standards. Any discrepancies between the Highway Lighting Plans, the existing bridge structure or proposed Bridge Plans, shall be immediately reported to the Engineer so that these differences can be reconciled.
680.09 BRACKET ARMS: Bracket arms of the type, design, kind, dimensions, and number specified shall be installed on the lighting standards in accordance with the Plans.
680.10 LUMINAIRES: Luminaires of the design and size shown on the Plans shall be mounted or installed and leveled in accordance with the recommendations of the manufacturer, as detailed on the Plans, and as approved by the Engineer. Glare shields shall be provided on luminaires when
871

680.11
shown on the Plans. Where a lighting unit is located to illuminate a portion of the roadway that is on a grade, the luminaire shall be rotated about its major axis to bring the minor axis of the luminaire parallel to the roadway.
The pole and bracket cable shall be clamped in the proper terminals on the terminal board in the luminaire and then spliced to the proper phase and neutral conductors outside ofthe handhole in the pole base.
The pole and bracket cable shall contain an in-the-line fuse with waterproof holder of the size and type indicated on the Plans in each phase conductor. Enough slack shall be left in the cable so that the fuse may be checked or replaced outside of the handhole. After other required circuit splices are made outside of the handhole, all of the wires shall be placed inside the handhole. Slack shall be left in all cables for future maintenance. A suitable identification tag shall be attached to each of the phase cables, using white for the neutral grounding wire.
Light control surfaces and glassware shall be cleaned after installation. Cleaning shall be performed in accordance with the luminaire manufacturer's recommendations.
680.11 MISCELLANEOUS ELECTRICAL ITEMS: Ground Rods, Fuses, Arresters, Circuit Breakers, Disconnect Switches, Photoelectric Controls, Magnetic Contactors, Assemblies, Related Components, and Incidental Hardware shall be installed in accordance with the details shown on the Plans. These items are considered to be incidental to the lighting system and the cost thereof shall be included in the Contract Price for other items.
680.12 POWER SOURCE: The lighting system shall be connected to the secondaries of the local power supplier's overhead and/or underground distribution system at the locations indicated on the Plans. Prior arrangements shall have been made for furnishing power to operate the lighting system. Unless otherwise specified, the Contractor shall install the service pole, metallic conduit riser, weatherproof circuit breaker and weatherhead with sufficient wire to connect to the power source.
The Contractor shall notify the Power Company at least thirty (30) days prior to desiring connection to the power source.
680.13 FIELD PAINTING: After erection is completed, steel standards not galvanized shall be thoroughly cleaned, touched up, as required, with IB Orange or original type primer and the remaining coats shall be applied in accordance with the requirements of System V (Heavy Exposure) Section 535 of the Specifications, unless otherwise indicated on the Plans.
If the finish on galvanized steel material is scratched, chipped or otherwise damaged, the material will be rejected, or may, with the approval of the Engineer be repaired as specified under Section 645 of the Specifications.
680.14 TESTING AND ACCEPTANCE: Each lighting circuit shall be completed and energized as early as practicable. Prior to beginning the testing period, the Contractor shall furnish an electrician with a megger, voltmeter, and ammeter to perform the following tests in the presence of the Department's Inspector(s) for each lighting circuit.
872

680.15
A. Prior to connecting the phase conductors to the source breaker, the sign structure or lighting standard wiring and lightning arresters, megger the circuit conductors to assure that the phase conductors are free from grounds. Systems of 480 volts shall be tested at 1000 volts dc. Systems less than 480 volts shall be tested at 500 volts dc. The minimum acceptable reading shall be one megohm after the test voltage has been applied for 10 minutes.
B. Prior to turning the circuit breaker on at the service point, measure the service voltage between the phase conductors and between each phase conductor and the neutral or ground. If the proper voltage is observed, turn the circuit breaker on, wait 10 minutes for the luminaires to warm up and repeat the above voltage measurements.
C. After the circuit has been energized for a minimum of 10 minutes, measure the load current in each phase conductor and the neutral at the service point. The current in the phase conductors should be balanced and there should be no current in the neutral. All test data shall be recorded and made a part of the project records. Final acceptance of the lighting system will be withheld for a testing period of 30 days of continuous nightly automatic operation after completion of the lighting work or until all other items in the Contract (except grassing) have been accepted, whichever occurs later. Any portion of this testing period which occurs after final acceptance of the other work will not be charged against the Contract Time. Any defects in material or workmanship which occur during this 30 day period of continuous nightly automatic operation and until the Project is accepted, whichever occurs later, shall be corrected at the Contractor's expense. If defects are identified during the 30 day test it shall continue until 30 days of uninterrupted continuous nightly automatic operation is achieved. The Contractor shall be held responsible for the energy cost of each circuit or part thereof during this test period. The cost of energy consumed after the successful completion of the 30 day test period will be borne by others. After the testing period and at the time of Final Acceptance, the Contractor shall again furnish an electrician with a voltmeter and ammeter to perform the following tests, in the presence of the Department's Inspector(s), for each lighting circuit.
1. After the circuit has been energized for a minimum of 10 minutes, measure the service voltage between the phase conductors and between each phase conductor and the neutral or ground at the service point. If the proper voltage is observed then measure the load current in each phase conductor and the neutral. The current in the phase conductors should be balanced and there should be no current in the neutral. This test data shall also be recorded and made a part of the project records.
680.15 REPAIR OF SEEDED AND SODDED AREAS: If areas previously seeded or sodded are disturbed during the performance of work described in this Section, the Contractor shall sprig or reseed (with mulch) or resod such
873

680.16
areas in accordance with the provisions of Section 700 of the Specifications. The costs incurred in reseeding, resodding, and otherwise restoring the
areas to their original condition will not be paid for directly, but shall be included in the Contract Price for other items.
680.16 DISPOSAL OF EXCESS OR UNSUITABLE MATERIAL: Excess or unsuitable material shall be disposed of as provided for under Section 205 of the Specifications.
680.17 FINAL CLEANUP: Final cleaning up shall be performed in accordance with the provisions of Sub-Section 107.07, insofar as it applies. Before final inspection, the Contractor shall perform such touching up of finishes, cleaning of surfaces, and such other work as directed by the Engineer to ensure the effectiveness and neat appearance of the Work.
680.18 MEASUREMENT: Items of Highway Lighting of the kind, size, and type specified complete in place and accepted, will be measured as follows:
A. LUMP SUM: When the Contract contains an item for Highway Lighting on a lump sum basis, measurement will be for the sum total of all items installed.
B. SEPARATE ITEMS: When the Contract contains items for various elements of Highway Lighting, measurement for each item will be made as follows:
1. CONDUIT: Encased Conduit, Direct Burial, and Conduit on Structures will be measured by the actual linear foot of Conduit for the type and size installed.
2. ACCESSORY ITEMS:
a. Electrical Junction Boxes will be measured by the unit, complete in place, for all types unless separated by type on the Plans.
b. Pull Boxes, Ground Rods, Fuses, Arresters, Circuit Breakers, Disconnect Switches, Photoelectric Controls, and Magnetic Contactors will not be measured for payment separately, but will be included in the overall cost of the Lighting installation.
3. CABLE: Cable will be measured by the linear meter from center to center of pull boxes, light standards, etc., for each type, number, and size of conductors specified. No additional allowance will be made for slack length, length inside equipment or standards, and similar instances where additional length of wire is required. Cable for Lighting Towers and the pole and bracket cable for Lighting Standards will not be measured for payment separately.
4. LIGHTING STANDARDS AND TOWERS: Each Lighting Standard, with or without a base, or Lighting Tower of the kind, design, and mounting height (M.H.) specified, will be measured by the unit, complete in place. Foundations for towers will be measured separately.
874

680.19
a. SERVICE CAR: The Service Car of the type and design specified will be measured by the unit, including the drive motor.
b. LOWERING DEVICE POWER SUPPLY UNIT: The Power Supply Unit for lowering devices will not be measured for payment separately unless shown on the Plans as a separate payment item. Unless otherwise specified, one Power Supply Unit shall be furnished for each project.
c. FOUNDATIONS: Foundations for Lighting Standards are considered to be an intregral part of the Lighting Standard and will not be measured for payment separately. For Lighting Tower Foundations only the Class "A" Concrete, Reinforcement Steel, and Piling will be measured as specified in the applicable sections.
5. LUMINAIRES: Luminaires of the size, type and design specified will be measured by the unit per each.
6. TRANSFORMER BASES: When so shown on the Plans as a separate payment item will be measured by the unit.
7. SERVICE POLE RISERS: Service Pole Risers will be measured by the unit, complete in place.
680.19 PAYMENT: Payment for various elements of Highway Lighting will be made as follows:
A. LUMP SUM: When the Contract indicates that payment for elements of Highway Lighting will be made on a Lump Sum basis, the Lump Sum payment shall be full payment for all materials, labor, equipment, and incidentals necessary to complete the Item in accordance with the details shown on the Plans.
B. SEPARATE ITEMS: When the Contract contains items for various elements of Highway Lighting, payment will be made for each item as follows:
1. CONDUIT:
a. Encased Conduit will be paid for at the Contract Unit Price per linear meter, complete in place, for each type installed as indicated. This payment shall be full compensation for all excavation, sheeting when required, backfilling, disposal of excess or unsuitable material, furnishing, placing and installing all materials, concrete, conduit and reinforcement, when specified, all bends, joints, fittings, appurtenances, and installation of Encased Conduit complete.
b. Direct Burial Conduit of the kind and size specified will be paid for at the Contract Unit Price per linear meter, complete in place. This price shall be full compensation for all applicable work and materials noted under Sub-Section 680.19.B.1.a for jacking of conduit and bedding materials if such work is required.
c. Conduit on structures of the kind and size specified, will be paid for at
875

680.19
the Contract Unit Price per linear meter, complete in place. This price shall be full compensation for furnishing and installing all materials, including condulets, hangers, expansion fittings, grounding materials, associated hardware and accessories, and installation of conduit complete.
2. ACCESSORY ITEMS:
a. Electrical Junction Boxes of the type and size specified will be paid for at the Contract Unit Price per each.
b. Pull Boxes, Ground Rods, Fuses, Arresters, Circuit Breakers, Disconnect Switches, Photoelectric Controls, and Magnetic Contactors will not be paid for separately, but will be included in the overall cost of the Lighting Installation.
3. CABLE: Cable of the type, number, and size of conductors, including Direct Burial Cable, as specified, will be paid for at the Contract Unit Price per linear meter, complete in place, which payment shall be full compensation for furnishing and installing the cable and ground materials, making splices, joints and connection, and for trenching, furnishing and placing cushion and backfill material, and disposal of excess or unsuitable excavated material. Cable for Lighting Towers and the pole and bracket cable for Lighting Standards will not be paid for separately, but shall be considered as an intregral part of the Lighting Tower or Lighting Standard.
4. LIGHTING STANDARDS AND TOWERS: Each Light Standard, with or without a base, or Lighting Tower, of the kind, design and mounting height (M.H.) specified, will be paid for at the Contract Unit Price per each, which payment shall be full compensation for furnishing and installing the complete Lighting Standard or Tower including the bracket arm(s) or high mast luminaire support and lowering assembly and associated hardware and connections, grounding material, backfill materials, backfilling, reshaping to proper contours, and repair of seeded or sodded areas.
a. SERVICE CAR: When Lighting Towers are designed for the use of a Service Car, one unit per project will be furnished, unless otherwise specified, and will be paid for at the Contract Unit Price per each, which payment shall be full compensation for furnishing the complete Service Car, including the drive motor and any accessories which may be required.
b. LOWERING DEVICE POWER SUPPLY UNIT: If specified as a separate payment item, the Power Supply Unit will be paid for at the Contract Unit Price per each, which payment shall be full compensation for furnishing the complete Power Supply Unit, including any transformer and accessories which may be required.
c. FOUNDATIONS: Foundations for Lighting Standards are considered to be an integral part of the Lighting Standard and will not be paid for separately. For Lighting Tower foundations only, the Class "A"
876

681.03
Concrete, Reinforcement Steel, and Piling will be paid for separately as specified in the applicable sections.
5. LUMINAIRES: Luminaires of the size and type specified will be paid for at the Contract Unit Price per each, which price shall be full compensation for furnishing and installing the complete luminaire, including the ballasts(s), lamp(s), glare shields where required, and associated hardware and wiring.
6. TRANSFORMER BASES: Transformer Bases, when so shown on the Plans as a separate payment item, will be paid for by the Unit for each specific size shown on the Plans.
7. SERVICE POLE RISERS: Service Pole Risers will be paid for at the Contract Unit Price per each, which price shall be full compensation for furnishing and installing the complete Service Pole riser as shown on the Plans, including wood pole, metallic conduit riser, weatherproof circuit breaker(s), weatherhead, sufficient wire to connect to the power source, and any other accessories which may be required. Payment will be made under Sections 681, 682, and 683.

SECTION 681-LIGHTING STANDARDS AND LUMINAIRES

681.01 DESCRIPTION: This Work consists of furnishing and installing Lighting Standards and Luminaires for Roadway and Higway Structure Lighting Systems complete or to the extent indicated on the Plans.

681.02 MATERIALS: Materials shall meet the requirements of Sub-Section 680.02 and the following:

Lighting Standards

920

Luminaires

921

681.03 CONSTRUCTION, MEASUREMENT, and PAYMENT: Construction, Measurement, and Payment shall conform to the applicable provisions of Section 680, Highway Lighting.

Payment will be made under: Item No. 681. Lighting Standard-Aluminum_ _ MH Post Top Item No. 681. Lighting Standard-Aluminim_ _ MH_ _Arm Item No. 681. Lighting Standard--Steel_ _ MH Post Top Item No. 681. Lighting Standard--Steel_ _ MH_ _Arm Item No. 681. Lighting Standard-Prestressed Concrete _ _MH Post Top Item No. 681. Lighting Standard-Prestressed Concrete _ _MH_ _Arm

per Each per Each per Each per Each per Each per Each

877

682.01

Item No. 681. Lighting Standard

MH Post Top

Item No. 681. Lighting Standard

MH_ _Arm

Item No. 681. Transformer Base-Aluminum_ _mm

Item No. 681. Luminaire (description)

per Each per Each per Each per Each

SECTION 682-ELECTRICAL WIRE, CABLE, AND CONDUIT

682.01 DESCRIPTION: This Work consists of furnishing and installing wire, cable, and conduit for Roadway and Structure Lighting Systems, complete or to the extent indicated on the Plans.

682.02 MATERIALS: Materials shall meet the requirements of Sub-Section 680.02 and the following:

Electrical Wire and Cable

922

Electrical Conduit

923

682.03 CONSTRUCTION, MEASUREMENT, AND PAYMENT: Construction, Measurement, and Payment shall conform to the applicable provisions ofSection 680, Highway Lighting.

Payment will be made under: Item No. 682. Cable, Type_ _. AWG_ _
Item No. 682. Multi-conductor Cable, Type_ _. (No. of each size andAWGL.
Item No. 682. Conduit-Rigid ~ Item No. 682. Conduit-Nonmetallic, Type_ _. (Siz.e.) Item No. 682. Conduit-Encased, Type_ _. (Siz.e.)--
(No. ofWaysL Item No. 682. Service Pole Riser Item No. 682. Electrical Junction Box
Item No. 682. Lighting System

per Linear Meter
per Linear Meter per Linear Meter per Linear Meter
per Linear Meter per Each per Each
Lump Sum

SECTION 683-HIGH LEVEL LIGHTING SYSTEMS

683.01 DESCRIPTION: This Work consists of furnishing and installing Lighting Towers and High Level Luminaires for Roadway Lighting Systems complete to the extent indicated on the Plans.

683.02 MATERIALS: Materials shall meet the applicable requirements of Sub-Section 680.02 and the following:

Lighting Towers

920

High Level Luminaires

921

683.03 CONSTRUCTION, MEASUREMENT, AND PAYMENT: Construction, Measurement, and Payment shall conform to the applicable provisions of Section 680, Highway Lighting.

878

Payment will be made under:

Item No. 683. Lighting Tower-Steel_ _MH

Item No. 683. Lighting Tower-Steel_ _MH-Incl.

Lowering Equipment

,

Item No. 683. High Level Luminaire-Type

_

Watt_ _Lamp

Item No. 683. Service Car

Item No. 683. Lowering Device Power Supply Unit

685.04
per Each
per Each
per Each per Each per Each

SECTION 685-BLAST CLEANING PORTLAND CEMENT CONCRETE STRUCTURES
685.01 SCOPE: This Specification covers the requirements for the Blast Cleaning of Portland Cement concrete surfaces and removal ofblasting residue from roadway and shoulder surfaces.
685.02 BLAST CLEANING METHODS:
A METHODS:
1. Dry abrasive blasting utilizing compressed air, blast nozzles, and abrasive.
2. Recirculating dry abrasive blasting utilizing compressed air, blast nozzles, abrasive and a recovery system.
3. Dry abrasive blasting utilizing centrifugal wheels and abrasive.
4. Recirculating dry abrasive blasting utilizing centrifugal wheels, abrasive, and a recovery system.
5. Wet abrasive blasting utilizing compressed air, blast nozzles, abrasive, and a water injection system.
B. OPERATION:
1. When compressed air is utilized in the blasting operation, traps will be provided and maintained to preclude the possibility of contaminating the blasted substrate with oil or grease.
2. Where blast cleaning is being performed within 3 m of a lane occupied by traffic, the residue shall be removed immediately so as to prevent a hazard to the traveling public.
685.03 APPEARANCE OF THE BLASTED SURFACE:The blasted surface shall have a uniform appearance with only minute quantities of existing coating remaining in the depths of pit surface imperfections.
Existing coating may remain on no more than one percent (l%) of the blast cleaned surface in each square meter. Finished appearance of the structure shall match the standard photographs, copies of which are in the District Office, the Office ofMaterials and Research, and the Office of Maintenance.
685.04 INSPECTION: All work performed under this Specification shallbe subject to timely inspection by the Department. The Contractor shall correct by reblasting any work found by the Inspector to be defective under the

879

685.05

requirements of this Specification. The cost of correcting unsatisfactory work shall be borne entirely by the Contractor.

685.05 PERSONNEL SAFETY: All equipment utilized during the performance of work covered by this Specification shall be maintained in such a manner as to pose no threat to the safetylhealth of any personnel assigned to or working on the project. This includes all blasting/cleaning equipment and all supporting traffic control devices such as arrow boards, signs, barricades, cones, etc., as deemed appropriate to comply with the Traffic Control Section of the Contract and the MUTCD. Contractor personnel shall be provided with and shall utilize devices for the protection of sight and hearing when working in the vicinity of the actual blasting operation. Also, Contractor personnel shall be provided with respirators (with appropriate filters) or with forced air hoods when working in dust contaminated areas.

685.06 ENVIRONMENTAL PROTECTION: The blasting equipment shall be provided with either: (1) An enclosure to prevent the escape of dust into the surrounding area, or (2) water spraying equipment concentric with the blast nozzle(s) to suppress the dust created by the blasting operation. The dust shall be sufficiently controlled in the opinion of the Engineer so as to pose no threat to motorists in the form of reduced visibility or damage to passing vehicles. The Engineer shall be the sole judge of the effectiveness of dust control. If, in the the opinion of the Engineer, the blasting creates an unsafe condition on the highway, operations shall be stopped until effective dust control can be instituted.

685.07 MEASUREMENT AND PAYMENT:

A. MEASUREMENT: Blast cleaning of the Portland cement concrete structures will be measured by the square meter in accordance with Section 109. Median barrier walls will be measured by the Linear Kilometer-Variable Height. Each face of the wall Blast Cleaned will be measured separately.

B. PAYMENT:Blast cleaning will be paid for at the Contract Unit Price bid. Such payment shall be full compensation for all costs, direct and indirect, incurred in complying with the requirements of this Specification.

Payment will be made under: Item No. 685. Blast Cleaning Portland Cement Concrete Structures Item No. 685. Blast Cleaning Portland Cement Concrete Median Barriers-Variable Height..

per Square Meter per Linear Kilometer

880

690.03
SECTION 69O-STATIC SCALE SYSTEM
690.01 DESCRIPTION: This Work shall consist offurnishing and installing various components for three axle load truck scale static weighing systems in the Truck Weighing Station in accordance with the Plans and these Specifications. This Work includes the following standard package components with all accessories for permanent installation, constructed as shown on the Plans and as described herein:
A. Electronic Weighing Platforms.
B. Weight Indicating and Recording Elements.
C. Reinforced Concrete Scale Pits and Approach Aprons.
D. Traffic Signal Lights and Controls.
E. Conduit and Cable with Electrical Installation for Axle Scales and Traffic Signal Lights. The Bidder's attention is directed to the applicable parts of Sections 101 through 109 of the Standard Specifications insofar as they apply.
690.02 MATERIALS AND EQUIPMENT:
A. All materials and equipment shall conform to the electronic Axle Load Scale Plans and these Specifications. The Contractor's attention is specifically directed to the provisions of the Standard Specifications, SubSection 105.04.A., "Specifications of Other Organizations."
B. When materials and equipment are designated on the Plans or in the Specifications by "Brand Names or Equal," the materials offered as equal may be used in the Work provided the Contractor has submitted in writing to the Engineer, for prior approval, the name and complete description of the specific material or equipment. Supporting data for equipment
performance win be required in accordance with Sub-Section 690.04.
C. All guarantees on materials and equipment, and instruction manuals, which are normally furnished by the manufacturer, shall be obtained by the Contractor and given to the Engineer who will transmit them to the Department for future operation and maintenance of the truck scale system. Such guarantees shall state that they are subject to such transfer.
D. All materials and equipment furnished under these Specifications shall be new.
690.03 ELECTRONIC AXLE TRUCK SCALE: The scale system shall consist of three weighing platforms, three weight indicating elements with one recorder totalizer, reinforced concrete pits and approach aprons, and traffic signal1ights and controls.
A WEIGHING PLATFORMS AND LOAD CELLS: Each weighing platform shall have a minimum capacity of 18 000 kg and shall be capable of weighing, in one operation, an axle unit up to 3.7 m in width. Three weighing platforms
881

690.03
shall be installed in a common pit so that three axles of tandems, varying in distance of 1 m to 1.4 m center-to-center, may be weighed simultaneously. Each platform length shall be such that no more than one axle may be positioned on each platform.
Each weigh platform shall have electronic load cells having a capacity of not less than 9000 kg each, and an overload rating of not less than two hundred percent (200%). The one time static overload capacity without structural failure shall be no less than three hundred percent (300%) of the normal capacity. Each platform shall be unaffected by one hundred percent (100%) transit side load. Load cells shall be environmentally sealed to prevent moisture penetration and corrosion under normal pit conditions.
Each axle load scale shall have an acceptance tolerance of one-tenth of one percent (0.1%) of test load as set forth in the National Institute of Standards and Technology Handbook 44.
The axle weigh bridges shall be equipped with appropriate check devices designed to prevent horizontal movement of the reinforced concrete platform. Each scale platform and pit shall be enclosed with steel coping.
B. WEIGHT INDICATING AND RECORDING ELEMENTS: Each weighing platform shall be provided with a digital indicator individually housed having increments not greater than 10 kg, up to a total of 45 350 kg. The display shall contain a minimum of five digits not less than 13 mm in height and produced by illumination. A printer-totalizer shall be provided of the DOT Matrix Programmable Type capable of printing letters and numbers on paper tape. The printed format to be as follows:

Georgia Department of Transportation _ _ _ _ _ _ County Weigh Station ______ Bound Lane
______ (Datetrime)

(Example Only)

Axle 1 Axle 2 Axle 3 Axle 4 Axle 5 Axle 6

5434 kg 8101 kg 8255 kg 8945 kg 8528 kg 8391 kg

Gross

47 654 kg

882

690.03

The printer shall be provided with print control switches for each

individual weighing platform. The totals shall indicate the status of the

totalizer memory bank and be capable of recording accuracy of one-tenth of

one percent (0.1%) of each of the three axle load scales.

The printer and interfacing shall be in a separate housing for ease of

servicing. Each element shall contain a twenty-four hour clock.

.

All span and calibration adjustments for the entire weighing system

shall be located inside the weighing station building at the indicators. The

installation of the adjustments shall be such that replacement of a circuit

board will not make recalibration of the scales necessary.

The indicator electronics shall be provided by printed circuit boards of

the snap in/out type for easy replacement.

The weight indicator, printer, interfacing, and memory storage units

shall be plug-in type for quick repair or replacement.

One spare weight indicator shall be furnished along with one electronic

printer which may be used in the event of the interruption of electronic

equipment functions.

Push-button zero shall be provided with the indicating system and

shall be capable of providing for a future addition of an outside digital

indicator for driver viewing.

The weight indicating and recording elements shall be powered by 115

volt AC, 60 hz., single phase electricity.

Cables connecting the elements with the platform scales are to be

provided and installed in conduit. Cable and installation shall conform to

Section XV of the Scale Manufacturers Association's Specification

Recommendations. All cable between scale pits and load cells to be

armored flexible cable. Buried conduit between the scale pits and the

operations building may be Schedule 40 PVC.

C. REINFORCED CONCRETE SCALE PITS: The reinforced concrete scale pits shall be furnished complete, including the structural design. The structural design shall be adequate to support the maximum compression load cell overload capacity without structural failure. Concrete work shall include the installation of all sleeves, piping, conduits, anchors, frames, and other such items which are to be built-in and all other such work and appurtenances specified and/or required for proper execution of the Work. All of the applicable portions of Sections 500 and 511 of the Georgia Standard Specification shall apply to this Work. The scale pits shall be provided with an access manhole with cover, and a minimum crawl space of 900 mm vertically for equipment inspection and maintenance. All bar reinforcement steel shall be deformed billet steel bars meeting the requirements of Sub-Section 853.01. The scale pits and aprons are to be constructed where shown on the Plans. The top of the pit and aprons shall be flush and level with the adjoining pavement. A pit drain will be furnished and installed to connect to a 100 mm drain line provided by others to a point below and near the center of the scale pit, unless otherwise noted on the Plans. A float

883

690.04
controlled high water alarm system shall be provided in the scale pits which shall automatically activate a red warning light within the Operator's Tower when water in the scale pit reaches a depth of 150 mm. An alarm buzzer shall also be a part of the high water alarm system. The buzzer shall be located in the Operator's Tower and will be equipped with a volume control.
D. TRAFFIC SIGNAL LIGHTS AND CONTROLS: Three red (stop)-green (go) traffic signal lights and controls to be furnished, installed, and wired as indicated on the plans. Each traffic signal to have two 203 mm diameter lenses and 150 watt signal bulbs. Each lens to have a visor. The two traffic signal lights located in the bypass lane to be operated by one common 3position (red-off-green) toggle-type switch located on the counter in the Operations Building Tower. The third traffic signal light, located at the axle load scales area, to be operated at the scales console in the Operations Building Tower.
E. CONDUIT AND CABLE WITH ELECTRICAL INSTALLATION: The above items are to include furnishing and installing in accordance with the National Electrical Code, all conduit, cable, pull boxes, junction boxes, shielding, grounding, surge voltage lightning protection between the weight indicating and recording element and the scale, the weight platforms, pit light, receptacle, and appurtenances. All cable connections to load cells and underground connectors to be environmentally sealed.
690.04 SHOP DRAWINGS: The Contractor shall submit for approval by the Engineer a complete schedule and data of materials, along with structural drawings, and equipment to be incorporated in the Work. Submittals shall be supported by descriptive material such as catalogs, cuts, diagrams, performance curves, charts, and other data published by the manufacturer, to show conformance to Specifications and Plan requirements. Model numbers alone will not be acceptable.
The shop drawings and all equipment data shall be submitted with the bid proposal.
Each submittal item for materials and equipment shall be identified as to specification section and paragraph number.
The Contractor will be notified by the Engineer that the material or equipment has been either approved or disapproved.
690.05 ACCEPTANCE PERFORMANCE TEST: Time is of the essence in this Contract and the Contractor shall provide the completed system installed and ready for Acceptance Performance Test on or before the project completion date.
CALIBRATION AND TESTING OF THE ENTIRE WEIGHING SYSTEM will be performed by the Contractor, using certified test weights, after the installation is complete and prior to acceptance of the weighing system. Acceptance tolerance of the weighing system shall be as set forth in SubSection 690.03.A. Test weights to be certified by, and calibration to be
884

690.06
performed in accordance with Georgia Department of Agriculture standards prior to project completion date.
The Contractor shall submit a test plan to the Department for approval within thirty (30) days after Notice to Proceed.
The Acceptance Performance Test (APT) period shall begin on the first normal working day following the completed calibrated and tested installation. During APT period, the Static Scale System shall be operated by the Department for approximately eight hours each day for five days of each of eight weeks. The Contractor shall provide a trained Static Scale System Specialist to assist in the operation for approximately one week.
During the APT period, the Contractor shall train a minimum of ten persons to be designated by the Department in operation and routine maintenance of the completed systems at the Truck Weighing Station.
The Acceptance Performance Test shall demonstrate to the satisfaction of the Department that the Static Scale System has been constructed and consistently meets the performance requirements of the plans and of these Specifications.
FAILURE OR DELAY IN COMPLETING WORK ON TIME: The Contractor's attention is specifically directed to the provisions, Sub-Section 108.08, "Failure or Delay in Completing Work on Time."
Liquidated damages shall start on the day after the project completion date in the event the Contractor has not provided the completed system installed and ready for Acceptance Performance Test on or before the designated completion date.
Deductions for liquidated damages for each day of overrun in contract time will stop when the Acceptance Performance Test is begun. The APT will continue for eight consecutive weeks.
At the conclusion of a successful APT 0.2% maintenance tolerance shall apply to the scales and equipment until they are recalibrated.
690.06 WARRANTY: The Static Scale System equipment shall be warranted, in writing, against defective material and workmanship and to perform as required in Sub-Section 690.03 giving proper and continuous service under all conditions required and specified, or which may reasonably be inferred, for a period of six months from the date of the beginning of the APT. The written warranty shall be furnished to the Department by the Contractor at the time shop drawings are submitted for approval. The warranties shall also state that they are subject to transfer to the Department.
The written warranty must be acceptable and approved by the Department prior to installation of the Static Scale System.
The Contractor shall warrant that all equipment described herein, when furnished and installed, shall be in accordance with applicable requirements of the Specifications, shall be suitable to the Department for the purpose intended, and shall function in the manner intended by the Department and acceptable to the Department.
The warranty shall cover materials, equipment, service, labor, travel, and
885

690.07
all incidentals necessary for warranty service. Warranty Service that shall be provided at no additional cost to the
Department by such company is to include the following:
A Every ninety days during the period of warranty, calibration to acceptance tolerance of scales, using certified test weights, will be performed.
B. Additional warranty calls shall be made as requested by the Chief of Permits and Enforcement or a duly authorized representative. A maximum of ten calls will be made during the period of the warranty without additional charge to the Department. Such additional warranty calls are to be performed during regularly scheduled working hours ofthe service company Monday through Friday of each week. Warranty service requested will be rendered either the same day or on the first working day following the request.
C. Training Department personnel to operate the scale system and to perform routine trouble-shooting and simple repairs. Two operations and maintenance manual(s) shall be furnished for each set of platforms. One day of training is to be provided for on-the job-instruction in the weighing of trucks, using the controls for weighing, recording, and traffic signals. One day of training in routine maintenance and trouble-shooting to determine probable causes ofmulfunctions. This warranty excludes damage caused by fire, flooding, lightning, accidents, vandalism, or natural disasters. The Contractor shall provide such warranty service within 48 hours, excluding weekends, of notice that warranty work is required.
690.07 GENERAL PROVISIONS: Construction of this Truck Weighing Station may be in progress and it will be the responsibility of each Contractor performing the Work to coordinate operations with the utility companies and with other contractors to expedite completion of the Work without unnecessary delays.
Interstate right of way outside the Truck Weighing Station shall not be used for storage ofthe Contractor's equipment or supplies.
Limit of access will be maintained at all times. Entrance and exit shall be by Truck Weighing Station ramps only.
690.08 PAYMENT: Electronic Axle Load Truck Static Scale System, as specified above, will be paid for at the Contract Lump Sum Price, which price and payment shall be full compensation for all materials, equipment, labor, tools, superintendence, and incidentals necessary to complete the Item in accordance with the Specifications and as called for on the Plans. It shall also include spare Weight Indicator with standby printer, calibration and testing, a six month warranty, and Department personnel training.
Partial payments shall be made on the basis of the following schedule of payments expressed as a percentage of the Contract Lump Sum Price:
886

691.02

A. Scale Pit Construction

20%

B. Furnishing, installing and calibration of the scales,

weight indicator/recording element, and totalizer/printer

70%

C. End of 90 day acceptance performance testing

as described under Sub-Section 690.05

10%

Payment will be made under:

Item No. 690. Electronic Axle Load Truck Static Scale System

Truck Weighing Station__

Lump Sum

SECTION 691-WEIGHINMOTION SCALE SYSTEM
691.01 DESCRIPTION: This Work consists offurnishing and installing in a Truck Weighing Station in accordance with the Plans and these Specifications, various components of a Weigh-in-Motion System which shall automatically pre-select those vehicles for legal static weighing, and/or over dimensions measuring, which exceed: (1) a manually entered threshold axle or gross weight; (2) weight and axle spacing limitations as set forth in the Bridge Formula as described in Sub-Section 691.03; or is within 150 mm, or above, the maximum height limitation as set forth herein.
The Work includes, but is not limited to, the following standard package components, with all accessories, constructed as shown on the Plans and as described in these Specifications:
A. Electronic Weighing Platform(s)
B. Speed-Presence Detectors, Inductive Loop Type
(1) Presence detector loops
(2) Speed detector loops
C. Weight Indicator, Recording Elements, and Control Unit with Digital Processor
D. Over-height Detector
E. Traffic Control Subsystems
The Bidder's attention is directed to the applicable parts of Sections 101 through 109 insofar as they apply.
691.02 MATERIALS AND EQUIPMENT:
A. All materials and equipment shall conform to the Electronic Axle Load Scale Plans and these Specifications. The Contractor's attention is specifically directed to the provisions of the Standard Specifications, SubSection 105.04.A, "Specifications of Other Organizations."
B. When materials and equipment are designated on the Plans or in the Specifications by "Brand Names or Equal," the materials or equipment offered as equal may be used in the Work provided the Contractor has submitted in writing to the Engineer, for prior approval, the name and complete description of the specific material or equipment.

887

691.03
Supporting data for equipment performance will be required. The Contractor will be notified by the Engineer that the material and/or equipment has been either approved as equal or disapproved. See SubSection 691.04.
C. All guarantees on materials and equipment, and instruction manuals, which are normally furnished by the manufacturer, shall be obtained by the Contractor and given to the Engineer who will transmit them to the agency responsible for future operation and maintenance of the truck scale system. Such guarantees shall state that they are subject to such transfer.
691.03 PERFORMANCE REQUIREMENTS: The Weigh-in-Motion Scale System shall automatically and accurately weigh, within the tolerances set forth herein, each axle of a multi-axle vehicle (up to 11 axles) and establish the gross weight of the vehicle by totalizing the individual axle weights. Each vehicle having a gross weight of 17 690 kg or more shall be checked for compliance with the "Bridge Formula" provisions of Chapter 32-6, Article 2, Section 32-6-26 of the Code of Public Transportation, State of Georgia. The weighing system shall perform the above while the vehicles pass in motion over the scales.
The weighing system shall perform all functions set forth herein as a variety of vehicles pass over the scales at the maximum rate of twelve vehicles per minute.
The gross weight of each vehicle shall be accurately established to within plus or minus five percent (5%) of the actual vehicle gross weight and within ninety percent (90%) of confidence level. The axle weight of each vehicle shall be accurately established to within plus or minus ten percent (10%) of the actual vehicle axle weight within a seventy-five percent (75%) confidence level. The above accuracies will be attained as a variety of multiple axle trucks pass over the scales at speeds from 10 miles per hour up to fifty-five miles per hour.
At speeds below 10 miles per hour, the truck's gross weight shall be within plus or minus two percent (2%) of actual vehicle gross weight within a ninetyfive percent (95%) confidence level and axle weights shall be within plus or minus five percent (5%) within a seventy-five percent (75%) confidence level.
The accuracy shall be maintained from seventy-five percent (75%) to one hundred percent (100%) of load limits up to 9226 kg for a single axle weight, and 36 287 kg for gross vehicle weight.
The actual vehicle weight is defined herein as that vehicle weight established by static weighing on axle load truck scales having an acceptance tolerance of one-tenth of one percent (.1%) of test load as set forth in the National Bureau of Standard Handbook 44. These axle load truck scales will be those regularly used for enforcement weighing within the Truck Weighing Station. The required accuracy of establishing the distance in meters between the extremes of any group of two or more consecutive axles of vehicles having a gross weight of 29 483 kg shall be within five percent of the distance measured by Permits and Enforcement Officers using standard measuring equipment and techniques, for ninety percent (90%) of vehicles checked for compliance with the Bridge Formula as outlined.
888

691.04
The Weigh-in-Motion system shall operate under all typical environmental conditions experienced in the State of Georgia.
Over-height detection device shall be installed in the vicinity of the WeighIn-Motion scales to detect vehicles which have a height of 4 m or above (adjustable to 4.1 m) and shall operate under the same conditions of vehicle speeds, numbers of vehicles per minute, and environmental conditions required for other components of the truck sorting system. Vehicles detected to be at or above the present height limit shall be automatically directed to the static scales for measurement and weighing.
At the approach to the static scales used for legal enforcement weighing, where indicated on the Plans, an additional over-height detection device shall be installed which will detect a vehicle having a height of 4.1 m, or above. A momentary adjustable volume audible alarm and a red light set to blink for five seconds shall be installed in the Operator's Office to alert the operator of a possible over-height violation.
691.04 EQUIPMENT PERFORMANCE SUPPORTING DATA: The objective of the Department is to have a fully operative system which shall accurately and automatically pre-select vehicles, while in motion, for enforcement weighing and automatically direct the selected vehicles to the enforcement scales, all as set forth in the Plans and these Specifications. The project is not for the purpose of research and development of a system which might perform the objectives described above; therefore, the Contractor shall furnish documentation which demonstrates, to the satisfaction of the Department, that all equipment proposed for use in the Weigh-in-Motion Scale System is of standard manufacture, has been available for purchase for not less than two years, and has a proven acceptable performance history while in use under conditions similar to those for the intended use.
As a minimum, the equipment documentations shall include the following:
A. Detailed description of how the system requirements will be met.
E. Drawings showing control and display panels with descriptions.
C. Manufacturer's name and model number, supported by descriptive material for (but not limited to) the standard package components with all accessories identified in Sub-Section 691.01. Submittals shall be supported by descriptive material such as catalogs, cuts, diagrams, performance curves, charts, and other data published by the manufacturer to show conformance to Specifications and Plan requirements. Model numbers alone will not be acceptable.
D. Owner's name, address, person to contact, and telephone number for similar installations in which the components identified in Sub-Section 691.01 have been in regular use for a period of not less than one year. The Department may request the owner's evaluation of in-service equipment.
E. The Contractor shall demonstrate to the Department, by means of a preexisting weigh-in-motion system which has been fabricated with the component equipment proposed to be used in this project, that the
889

691.05
Contractor has successfully provided and installed a Weigh-in-Motion System which is fully operative and has been in use for not less than one year, and is meeting the weighing performance requirements in SubSection 691.03, or has satisfactorily completed one project for the Department.
The Contractor shall arrange for the demonstration and furnish operations performance data from the pre-existing system to the Department within ten days after receipt of bids by the Department.
The Department will, at its option and at Department expense, make provision for selected persons to view the demonstration.
No bid will be considered that is not accompanied by the above documentation at the time proposals are submitted. The Department shall reserve the right to accept or reject in whole any proposal submitted which does not meet all of the prescribed requirements.
Acceptance of bid and/or approval of shop drawings by the Department does not in any way relieve the Contractor from the responsibility or the necessity offurnishing material and/or performing work as required by the Plans and these Specifications, nor from the requirements of the Acceptance Performance Test as contained within these Specifications.
691.05 INSTALLATION:
A. SCALE PIT(S) AND WEIGHING PLATFORM(S):
1. The scale pits structural design and installations shall be furnished complete. The one time overload capacity without structural failure shall be not less than three hundred percent (300%) of the Legal Load Limit axle weight. The scale pits shall be constructed in existing pavement and base material as shown on Typical Section. All of applicable requirements of Section 500 and Section 511 shall apply. A drain line shall be installed to an outlet beyond the shoulder pavement. Close coordination between the Scale Contractor and other contractors will be required.
2. The weighing platforms shall be furnished and installed by the Contractor and shall have a minimum load capacity of not less than two hundred percent (200%) of the legal axle load limit. The entire WeighIn-Motion scales shall be precisely flush with the pavement. After installation is compiete, the scales shall be free from rocking or hammering. The load cells shall be hermetically sealed to prevent moisture penetration and treated to prevent corrosion under normal pit conditions.
B. INDUCTIVE LOOPS: Inductive loops shall be furnished and installed in the existing concrete pavement. The pavement shall be saw cut, the loop wires installed, and the saw cuts sealed to the satisfaction of the Engineer.
890

691.05
C. WEIGHT INDICATOR, RECORDING ELEMENTS, CONTROL UNIT WITH DIGITAL PROCESSOR: The Contractor shall furnish and install the weight indicator, recording elements, and control unit with digital processor in the Operations Office which will be provided by others. The environmental condition in which the equipment installed in the Operations Office will perform will be controlled by a heating and air conditioning system (installed by others) which is designed to provide reasonable human comfort. Electrical service provided by others in the office will be 115 volt, 60 Hz 2 Hz, Single Phase service. The Contractor shall provide for power connections from Panel Board "A" to the equipment in the Operations Office. Thumb wheel switches, or a keyboard, shall be provided on the operator's console so that threshold weights for axle and gross weights may be entered into the instrumentation. When the operator-entered threshold weights are exceeded, the instrumentation shall automatically activate an overhead traffic control sign and eye level pole mounted sign which shall direct the pre-selected vehicle to the Static Scale System for legal weighing and/or measuring. The operator's console shall include a micro processor, with changeable program, in order to store, recall, and provide statistical data in hard copy through the printer. A loop detector shall also be provided in the bypass lane which shall detect a vehicle that was directed by the automatic sorting system to proceed to the static axle scales but has incorrectly proceeded to the bypass lane. The loop detector shall activate a buzzer at the operator's console to alert the operator. A high intensity light shall be provided on the back of each of the overhead signal heads which will be illuminated when the green arrow is illuminated. Two repeater pin lights at the Weigh-In-Motion console shall also indicate that the vehicle has been directed to the Static Scales or the bypass lane. Amanual switch shall be provided in the Operations Office to override the automatic mode of overhead signs. Detection devices shall be furnished and installed by the Contractor such that when an operator-entered threshold speed is exceeded by the vehicle as it passes over scales, or if the vehicle is out of position so that all wheels do not pass over the scales, the vehicle shall automatically be directed to the Static System by means of the overhead traffic control sign. The weight indicator video display of identifying axle weights, axle spacing, length of vehicle, and gross weights to include data/time and velocity for each vehicle weighed-in-motion shall be printed at the operator's option. The printer shall print all axle and gross weight data in not more than three seconds. The instrumentation shall pre-select vehicles, as described above, where successive vehicles are one second apart, from tail to head, or greater.
891

691.06
Automatic zero tracking shall be provided, along with an adapter connection for "field changing" the indicating and recording weight units from pounds to kilograms.
D. TRAFFIC CONTROL SUBSYSTEM: The Traffic Control Subsystem shall be furnished and installed in accordance with the Plans and these Specifications. Reflector lamps using International Traffic Engineers colors in red for the ''X'' and green for the arrow shall be furnished and installed. Each signal shall be capable of the number of indications as shown on the Plans, clearly visible at 400 m at all times under normal atmospheric conditions. The control signals shall also be provided with hinged, ventilated protective sun screens to eliminate "phantom" effect from un-lighted lamps and shall protect the signal lamps from damage due to thrown objects and from flying birds. Lamp sockets and lamps to be UL approved for outdoor service. Lamps shall be rated at 120 volts with a manufacturer's life expectancy of not less than 1500 hours. Failure of two lamp bulbs shall not result in the failure to indicate the proper signal. Poles, cables, guys and anchors, will all appurtenances, including all controls and electrical connections between the Operations Office and the overhead signs and cable shall be furnished and installed by the Contractor.
691.06 CONDUIT AND CABLE WITH ELECTRICAL WIRING: The Contractor shall furnish and install in accordance with the National Electrical Code, Section XV of Scale Manufacturer's Association Handbook 44, with the Plans and these Specifications, all cables in rigid galvanized steel or schedule 40 polyvinyl chloride (PVC) conduit between load cells, junctions boxes and electronic instrumentation.
Conduits installed outside the building in exposed locations shall be rigid galvanized steel unless otherwise indicated. Underground conduit shall be rigid galvanized steel or schedule 40 PVC. Conduits inside the building, other than those installed in concrete slabs may be electrical metallic tubing (EMT). Conduit connections to moveable or vibrating equipment shall be made using a proper length offlexible conduit.
There shall be a minimum of four, 25 mm rigid galvanized steel conduits, from an electrical junction box at the operator's console to a ground mounted junction box 1.5 m from the building, all to be provided by the building contractor for use with the Weigh-In-Motion Scale System.
All conduits shall be of standard dimensions and smooth both inside and outside.
1. Rigid Steel Conduit, including elbows and couplings, shall conform to the requirements of Sub-Section 923.02.
2. Non-metallic conduit shall conform to the requirements of Sub-Section 923.03.
3. Flexible conduit shall consist of a galvanized steel core, and a liquid tight jacket of polyvinyl chloride (PVC). The conduit shall be provided with a continuous copper bonding conductor wound spirally between the convolutions. All flexible conduit shall have UL approval.
892

691.07
4. Pull and junction boxes shall conform to the requirements of SubSection 680.06. All wire and cable shall conform to the applicable sections of the IPCEA (Insulated Power Cable Engineers' Association) Specifications S19-81 for the various types required. All electronic cable connecting the transducers and instrumentation shall be shielded and all shields shall be interconnected and carried to a single common ground. This shall be a separate ground from the power source ground and be provided for the transducer/instrumentation only. The grounding system shall be a minimum of one, 2.4 m ground rod and shall meet all requirements of the National Electrical Code. All cable connections to transducers and underground connectors shall be environmentally sealed. Surge voltage lightning protection shall be furnished and installed and shall consist of 2.4 m grounding rods at each transducer load cell location, at the balance boxes), and at the instrumentation input. The instrument input, balance boxes) and each pair of transducer load cells shall be provided with fast acting, two stage shunting circuitry with surge capacity compatible with the transducers and electronic components. It shall be electrically passive at normal circuit operating voltage and shall return to a passive state after the surge voltage has been shunted. It shall be capable of being tested and repaired independently of the scale operating parts and circuitry. The scale platforms shall be grounded at four locations using 16 mm diameter 2.4 m grounding rods and a continuous length of ground bus. Each platform shall be grounded at least once.
691.07 ACCEPTANCE PERFORMANCE TEST: Time is of the essence and the Contractor shall provide the completed system installed and ready for Acceptance Performance Test on or before the project completion date.
Static and In-Motion calibration and testing of the entire Weigh-In-Motion Scale System shall be performed by the Contractor after installation is completed and prior to beginning the Acceptance Performance Test Period. Calibration vehicles and certified calibration weights to be provided by the Contractor. The Weigh-In-Motion scale platforms will be statically calibrated to one percent (between 454 kg and 2724 kg) when the weights are uniformly distributed over two 0.065 m2 areas anywhere on the scale platforms.
The Acceptance Performance Test (APT) period shall begin on the first normal working day following the completed calibrated and tested installation. The Contractor shall submit a test plan to the Department for approval, within thirty (30) days after Notice to Proceed. During APT period the Weigh-InMotion pre-selection system shall be operated by the Department for approximately eight hours each day for five days of each of eight weeks. Department personnel will check the calibrated performance by obtaining actual vehicle weight samples. The Contractor shall provide a trained WeighIn-Motion Scales System specialist to assist in the operation for approximately one week.
893

691.08
During the APT period, the Contractor shall train a minimum of ten persons, to be designated by the Department, in operation and routine maintenance of the completed systems at the Truck Weighing Station.
The Acceptance Performance Test shall demonstrate to the satisfaction of the Department that the Weigh-In-Motion Scale System has been constructed and consistently meets the performance requirements of the Plans and of these Specifications. The APT will be the basis for acceptance or rejection of the Weigh-In-Motion Scale System as a result of demonstrated performance.
691.08 FAILURE OR DELAY IN COMPLETING WORK ON TIME: The Contractor's attention is specifically directed to the provisions of Sub-Section 108.08, "Failure or Delay in Completing Work on Time."
Liquidated damages shall start on the day after the project completion date in the event the Contractor has not provided the completed system installed and ready for Acceptance Performance Test on or before the designated completion date.
Deductions for liquidated damages for each day of overrun in contract time will stop when the Acceptance Performance Test is begun. The Acceptance Performance Test will continue for eight consecutive weeks as mentioned above.
At the end of the Acceptance Performance Test period, if the Weigh-InMotion Scale System performance requirements as described in the Plans and these Specifications have not been successfully demonstrated to the satisfaction of the Department, the Department shall reserve the right to continue testing or reject the entire Weigh-In-Motion Scale System.
If the Department rejects the entire Weigh-In-Motion Scale System, the Contractor may remove the Electronic Weighing Platform(s), Weight Indicator, Recording Elements, and Control Unit with Digital Processor. Inductive loops, traffic control subsystem overhead signs, conduit and cable with electrical wiring shall not be removed but will become the property of the Department. See Sub-Section 691.11.
691.09 GENERAL PROVISIONS: Construction of this Truck Weighing Station may be in progress and it will be the responsibility of each Contractor performing the Work to coordinate operations with the utility companies and with other Contractors to expedite completion of the Work without unnecessary delays.
Interstate right of way outside the Truck Weighing Station shall not be used for storage of the Contractor's equipment or supplies.
691.10 WARRANTY: The Weigh-In-Motion Scale Systems equipment shall be warranted, in writing, against defective material and workmanship and to perform as required to Sub-Section 691.03 giving proper and continuous service under all conditions required and specified, or which may reasonably be inferred, for a period of six months from the date of the beginning of the Acceptance Performance Test. The written warranty shall be furnished to the Department by the Contractor at the time the Equipment Performance Supporting Data is submitted. The warranties shall also state that they are subject to transfer to the Department.
894

691.11

The written warranty must be acceptable and approved by the Department prior to installation of the Weigh-In-Motion Scale System.
The Contractor shall warrant that all equipment described herein, when furnished and installed, shall be in accordance with applicable requirements of the Specifications, shall be suitable to the Department for the purpose intended, and shall function in the manner intended by the Department and acceptable to the Department.
The warranty shall cover materials, equipment, service, labor, travel, and all incidentals necessary for warranty service.
This warranty excludes damage caused by fire, flooding, lightning, accidents, vandalism, or natural disasters. The Contractor shall provide such warranty service within 48 hours, excluding weekends, of notice that warranty work is required.
691.11 PAYMENT: Weigh-In-Motion Scale System as described above, will be paid for at Contract Lump Sum Price, which price and payment shall be full compensation for all materials, equipment, labor, tools, superintendence and incidentals necessary to complete the Item in accordance with the Specifications and as called for on the Plans. It shall also include calibration and testing, Acceptance Performance Testing, and a six month warranty including Department personnel training.
Partial payments will be made under the basis of the following cost schedule expressed as a percentage of the Contract Lump Sum Price:

A. Completion of installation, calibration, and testing of the

entire Weigh-In-Motion Scale System

35%

B. Completion of the Acceptance Performance Test to the

satisfaction ofthe Department. .

65%

If the APT does not demonstrate that the performance requirements of

the Plans and Specifications have been successfully accomplished to the

satisfaction of the Department, and the Department rejects the entire

Weigh-In-Motion Scale System, payment to the Contractor will be limited

to 35% of the Contract Lump Sum Price.

Payment will be made under: Item No. 691 Weigh-In-Motion Scale System Truck Weighing Station_ _

per Lump Sum

895

700.01

SECTION 70~RASSING

700.01 DESCRIPTION: This Work shall consist of ground preparation, furnishing and planting, seeding, fertilizing, sprigging, sodding, and mulching of all disturbed areas within the limits of the right of way and easement areas adjacent to the right of way as shown on the Plans except those areas designated by the Engineer to remain natural.

700.02 MATERIALS: All materials shall meet the requirements of the following:

Fertilizer Agricultural Lime Loose Sod Block Sod Plant Topsoil Seed Mulch Wood Fiber Mulch Inoculants Tackifiers

891.01 882.02 890.02 890.03 893.01 890.01 893.02 718.02 893.04 Laboratory Qualified Products Manual

WATER: The water used for grassing may be obtained from any approved source. The water shall be free of excess and harmful chemicals, acids, alkalies, and all substances which may be harmful to plant growth or obnoxious to traffic. Salt or brackish water shall not be used.

ASPHALT: Asphalt used to secure the mulch shall be homogenous emulsification of a refined petroleum asphalt suitable for spray application with or without dilution with water. It shall be suitable for the purpose intended and shall contain no petroleum solvents, or other diluting agents which would be harmful or toxic to plant growth. The type used shall meet the requirements of Section 822 or Section 824, "Slow Setting." Material which becomes separated after freezing, or from any other cause, shall not be used.

700.03 EQUIPMENT: All equipment used in the operation of grassing shall be adequate to produce the required results. When blower equipment is used to apply bituminous treated mulch in a single operation, two or more jets or spray nozzles shall be located at or near the end of the discharge spout to coat mulch uniformly with asphalt as it is ejected. Equipment for placing mulch material into the soil shall be suitable for cutting the specified materials uniformly into the soil and to the required controlled depth. Rollers shall have corrugated or notched surfaces and shall be at least twelve inches in diameter. Smooth surface rollers will not be permitted.
For hydroseeding equipment, see Sub-Section 700.05.C.3. Under no circumstances shall the grading (height of cut) be allowed to exceed the operating range ofthe grassing equipment.

700.04 PLANTING DATA: Planting zones, planting dates, types of seed, seed mixtures, and rates of application shall be as set forth herein.

896

700.04
No changes may be made in the ground cover type without the approval of the Engineer.
A. PLANTING ZONES: For planting purposes, the State is divided into planting zones as shown on the following State map.
B. SEASONAL LIMITATIONS FOR SODDING: The table below gives the dates between which sodding will be permitted for each planting zone indicated on the map.

SEASONAL LIMITATION FOR SODDING

ZONE

PERIODS FOR SODDING

1, 1A& 1B 2 3 4

March 1 to September 1 March 1 to October 1 February 15 to October 15 January 15 to December 1

C. KINDS OF SEED:

COMMON NAME

BOTANICAL NAME

Annual Ryegrass *Bermuda Grass, Common Hulled and Unhulled Centipedegrass **Crimson Clover **Lespedeza Virgata **Lespedeza Sericea **Lespedeza Serala
**Lespedeza Interstate **Lespedeza Korean
Pensacola Bahiagrass Tall Fescue Weeping Love Grass **White Dutch Clover

Lolium multiflorum Cynodon dactylon
Eromochloa ophiuroides Trifolium incranatum var. Reseeding Lespedeza Arnbro Virgata Lespedeza cuneta, Var. Sericia Lespedeza cuneta, Var. Serala Lespedeza cuneta, Var. Interstate Lespedeza stipulacea Maxim Paspalum notatum, var. Pensacola Festuca arundinacea Eragrostis curvula Trifolium repens

*NOTE: Giant Bermuda Seed CCynodon species) including NK-37, shall not be used.

**NOTE: Requires inoculation Whenever seeds are specified by the common names, the strains
indicated by their botanical name shall apply.

D. RATE OF APPLICATION: For Permanent Grassing the entire combination of seeds specified for each time period selected within each planting zone and roadway location in the attached Seeding Table shall be applied in the amounts specified. The amounts of seed specified in the table shall not be exceeded. Annual ryegrass seeds shall not be used with any Permanent Grassing in any area.

897

700.04

Department of Transportation Planting Zones in Georgia

898

SEEDING TABLE

KIWGRAMS OF SEED PER HECTARE

PLANTING ZONES

PLANTING DATES

~
~
~

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I
I'"

i~ ~~
I ~ ~'::j
~

ii:l
~
~

REQUIRED PERMANENT PLANT

THESE COMBINATIONS SHALL BE PLANTED ON SHOULDERS, MEDIANS AND RELATIVELY FLAT AREAS

----IB---- ----M-A-R-CH--1-TO--M-A-Y-1-5 ---__--J,-.!1-.B---_ -__-_-_M-~-AA-RYC-~H--112-T~O-Y-M~-AI-Y~-~1-5 ---_

-101=~~111~J===t===t==j~~~

1,IB

AUG. 1 TO FEB. 29

17

----T-A-L-L -FE-S-C-U-E-O-R-C-O-M-M-O-N--B-ER-M-U-D-A-G-R-A-S-S--- - - - - - - - - -C-OM- -M-O-N-B-E-R-M-U-D-A-G-RA-S-S- - - - - - - - - - - - - - - - - -C-OM- -M-O-N-B-E-R-M-U-D-A-G-RA-S-S- - - - - - - - -
NONE-TEMPORARY GRASS (2)

----lA---- ----FE-B-.-1-5 -TO--A-PR-I-L-30----

11 ]!J---!---L--J~'

----lA---- ----M-A-Y--1-TO--A-UG-.-1-5----

11 11

lA

AUG. 16 TO FEB. 14

17

- - - - - - - - - -C-OM- -M-O-N-B-E-R-M-U-D-A-G-RA-S-S- - - - - - - - - - - - - - - - - -C-OM- -M-O-N-B-E-R-M-U-D-A-G-RA-S-S- - - - - - - - -
NONE-TEMPORARY GRASS (2)

----2---- ----FE-B-.-1-5 -TO--A-PR-I-L-1-5 ---

6.5

----2---- ----AP-R-I-L-16-T-O-A-U-G-.-3-1 --- --

--

0cc..0oo

2

SEPT. 1 TO FEB. 14

17

----3---- ----F-E-B-. 1-5-T-O-A-U-G-. 3-1----

----3---- ----M-A-R-. -15-T-O-A-U-G-. -15----

3

SEPT. 1 TO FEB. 14

17

1-1-
11

11
==J===I===[==]===[~u

- - - - - - - - - -C-O-M-M-O-N-B-E-R-M-U-D-A-G-RA-S-S- - - - - - - - ---------N-OC-ON-ME--MT-OE-MN-PB-OE-RR-MA-RU-YD-AG-GR-RAA-SSS-S(-2-) -------__- _- _-_-_-_-_-_-_-C_-O2 -M~ -M~ -O1-N~-B~-E~-R~-MG-_ U-~ D- A-~ GQ -RL A-S-S- - - - - - - - -_
NONE-TEMPORARY GRASS (2)

----4---- ----F-E-B-. 1-5-T-O-A-U-G-. 3-1----

- - - -4- - - 4

----M-A-R-. -15-T-O-A-U-G-. -15---SEPT. 1 TO FEB. 14

17

1-1-
11

11
--1---T---r--1---r~u

-__- _- _-_-_-_-_-_-_-C_-O2 -M~ -M~ -O1 -N~-B~-E~-R~-MG-~ U-~ D- A-~ GQ -RL A-S-S- - - - - - - - -_
NONE-TEMPORARY GRASS (2)

THESE COMBINATIONS SHALL BE PLANTED ON BACK SLOPES, FILL

SLOPES AND AREAS WHICH WILL NOT BE SUBJECT TO FREQUENT MOWING

_J _l:..~A.:. ~I!. 1. lA, IB 1

~~~~I!.!.!.~.~l!.L_Y_3.! _ AUG. 1 TO FEB. 29+

4.5 I I I I 56

33.5

84

- - - - - - - - - -I-N-TE-R-S-T-A-T-E -L-AS-P-E-D-EZ-A- - - - - - - - - INTERSTATE LASPEDEZA

===~====~===~t1.1~g}~},=3~===

4.5

11

4.5

11 33.5

56 84 84

- - - - - - - - - -I-N-TE-R-S-T-A-T-E -L-AS-P-E-D-EZ-A- - - - - - - - - INTERSTATE LASPEDEZA ----------INTERSTATELASPEDEZA---------

----:----+-- ---{----i---{~~~~{~-~~~~}~--- 17
- -i:?~.~I!T%~X~~~1- --I 17 11 11

4.5 4.5

56 56

WHITE DUTCH CLOVER MAY BE DELETED IN RESIDENTIAL AREAS BY THE ENGINEER.

- - - - - - - - -N-OI-NN-ET--ETR-ES-MT-AP-OT-ER-AL-AR-SYP-GE-DR-EAZ-SAS- (-2)- - - - - - - - - - - - - - - -N-OI-NN-ET-E-TR-ES-MT-AP-OT-ER-AL-ARS-YP-GE-DR-EAZ-SAS-(-2)- - - - - - - -
-oJ

(1) CENTIPEDEGRASS IS TO BE PLANTED ONLY WHERE SHOWN ON THE PLANS.

9

(2) SEE SUBSECTION 700.04.F. (3) ANY LOVEGRASS OTHER THAN ON NONMOWABLE (STEEP) SLOPES SHALL BE REMOVED AT NO ADDITIONAL COST TO THE DEPARTMENT.

~

+(4) IF IN THE OPINION OF THE ENGINEER, EROSION CONTROL CAN BEST BE PROVIDED BY PLANTING TEMPORARY GRASS DURING WINTER, 17 kglha OF

ANNUAL RYEGRASS SHALL BE PLANTED IN ACCORDANCE WITH SUBSECTION 700.04.F FROM NOV. 15 TO FEB. 15.

700.05
E. GRASSING ADJACENT TO EXISTING LAWNS: Where grassing is required in areas adjacent to any residential or commercial lawn, the Engineer shall change the type of plant material specified in Sub-Section 700.04.D. to that required to match any type of grass which may be planted and growing on the adjacent lawn. No modification of the Contract Unit Price will be made for this substitution. Bituminous treated mulch may be deleted in these areas and substituted by 1680 kglha of wood fiber mulch with tackifier if, in the judgement of the Engineer, bituminous treated mulch would be detrimental to other portions of the Work.
F. TEMPORARY GRASSING: Temporary grassing, when required, shall be in accordance with Sub-Section 163.03.F. In March or April of the following year, as soon as weather is suitable, all areas planted in temporary grass shall be thoroughly plowed up and grassed in accordance with Section 700. Lime requirement will be determined by Laboratory soil test. Additional mulch will be required only if the temporary grass does not provide adequate mulch to meet the requirements of Sub-Section 700.05.C.4.b. Payment for temporary grass, when required, will be in accordance with Section 163.
700.05 CONSTRUCTION:
A. GROUND PREPARATION:
1. SLOPES 3:1 OR FLATTER: Shoulders and embankment slopes shall be plowed to a depth of not less than 100 mm nor more than 150 mm. Front and back slopes in cuts shall be plowed to a depth of not less than 150 mm. After plowing, the areas shall be thoroughly disked until pulverized to the plowed depth.
2. SLOPES STEEPER THAN 3:1: Cut slopes steeper than 3:1 shall be serrated in accordance with Plan details when required. On all embankment slopes, and on all cut slopes not requiring serration, ground preparation sufficient, in the opinion of the Engineer, to develop an adequate seed bed shall be accomplished by any of the following methods as directed by the Engineer:
a. Plowing to whatever depth practicable.
b. Spiked chain.
c. Walking with cleated track dozer.
d. Scarification. Disking of cut slopes and fill slopes will not be required.
3. All boulders, stumps, large roots, large clods, and other undesirable objects which interfere with grassing or which are likely to slide into the ditch shall be removed. Topsoil stockpiled during grading shall be spread evenly over cut and fill slopes after the above ground preparation is complete. Topsoil
900

700.05
may be pushed from the top over serrated slopes. Equipment shall not operate on the face of completed serrated cuts. Topsoil moved from stockpiles will be paid for at the price for unclassified excavation.
4. All areas where temporary grass has been planted shall be plowed under and prepared in accordance with Sub-Sections 700.05.A.1., 700.05.A.2., and 700.05.A3.
B. APPLICATION OF LIME AND FERTILIZER MIXED GRADE:
1. LIME: Agricultural Lime shall be uniformly spread on the surface of the ground at the approximate rate determined by Laboratory soil test.
2. FERTILIZER MIXED GRADE: The Contractor may select Fertilizer Mixed Grade such as 10-10-10, 6-12-12, 5-10-15 or any other analysis within the following limits: Nitrogen 5-10%, Phosphorous 10-15% and Potassium 10-15%. The fertilizer shall be spread uniformly over the ground surface at the approximate rate of 1350 kglha. If Mixed Grade Fertilizer is used in hydroseeding operations it shall have an analysis within the following limits: Nitrogen 5-19%, Phosphorus 10-19% and Potassium 10-19%. If this higher analysis fertilizer is used it shall be applied at such a rate per hectare to equal the amount of Nitrogen, Phosphorus and Potassium as would have been applied had the standard fertilizer been used at the specified rate.
3. MIXING: The lime and fertilizer shall be uniformly mixed into the top 100 mm of soil by suitable harrows, rotary tillers, or other equipment satisfactory to the Engineer before any more work is done on the area. On cut slopes steeper than 3:1 the mixing specified above may be reduced to the maxium practical depth as determined by the Engineer, except on serrated slopes where mixing may be omitted.
C. SEEDING:
1. INNOCULATION OF SEED: Each kind of leguminous seed shall be inoculated separately with the appropriate commercial culture according to instruction of the manufacturer of the material, except that when the seed is planted by hydroseeder, the inoculation rate shall be doubled. All inoculated seed shall be protected from the sun and shall be planted the same day it is inoculated.
2. SOWING: Weather permitting, seed shall be sown within twenty-four hours following the application of fertilizer and lime and preparation of the seed bed, or after mulch is mixed when Mixed In Place mulching is done. Seed shall be uniformly sown at the rates specified in Sub-Section 700.04.D. by the use of approved mechanical seed drills, rotary hand seeders, hydraulic equipment, or any other type of equipment that will produce a uniform application of the seed. Distribution by hand will not be permitted. In order to obtain even distribution, seeds shall be sown separately except seeds of approximately the same size and weight may be mixed and sown together. Except on steep slopes where rollers
901

700.05
cannot operate satisfactorily, all seeded areas shal be rolled before applying mulch. On slopes inaccessible to compaction equipment, the seeds may be covered by dragging spiked chains or by other satisfactory methods. No sowing shall be done during windy weather which prevents even distribution of the seed, when the prepared surface is crusted or when the ground is frozen, wet, or otherwise in a nontillable condition.
3. HYDROSEEDING: Hydroseeding may be used on any area to be grassed. Under this method of seeding, the seed and fertilizer, at the specified rates, with Wood Fiber Mulch, shall be distributed over the area to be seeded in the form of a slurry. Seeds of all sizes may be mixed together.
a. Wood Fiber Mulch is required to be used as a metering agent and seed bed when hydroseeding is used. The application rate for Wood Fiber Mulch shall be approximately 560 kg/ha and is required regardless of which mulching method is chosen.
b. Ground preparations for hydroseeding shall be the same as for conventional seeding.
c. Equipment for mixing and applying the slurry shall be especially designed for this purpose. It shall be capable of applying a uniform mixture over the entire area to be seeded. The slurry mixture shall be agitated during application to keep the ingredients thoroughly mixed. All materials shall be discharged within one hour after being combined in the hydroseeder. Hydroseeding shall not be performed when winds prevent an even, thorough application. The equipment manufacturer's directions shall be closely observed unless modifications in methods of applications are ordered by the Engineer.
d. The entire hydroseeded area shall be mulched as specified below.
4. MULCHING: Except as noted in Sub-Sections 700.04.E. and 700.04.F., all seeded areas shall be mulched. Straw or hay mulch shall be applied to evenly cover the ground to a depth of at least 20 mm and not more than 40 mm, according to the texture and moisture content of the mulch material. It is intended that mulch shall allow some sunlight to penetrate and air to circulate, at the same time shading the ground, reducing erosion, and conserving soil moisture. Where the type of mulch is not specified on the Plans or in the proposal, the Contractor may use any of the following as specified.
a. MULCH WITH BINDER: In general, Mulch with Binder may be applied to any seeded area and shall be applied as follows:
(1) TIME OF APPLICATION: Mulch shall be applied immediately after seeding regardless of whether ground or hydroseeding equipment is used for seeding.
(2) METHOD OF APPLICATION: Mulch shall be uniformly applied manually or with special blower equipment designed for the purpose.
902

700.05
When a blower is used, baled material shall be thoroughly loosened before it is fed into the machine so as to obtain a uniform coating of binder and to prevent placement of unbroken clumps.
After initial distribution, thick clumps which are dense enough to prevent the new grass from emerging shall be loosened and redistributed to bare or inadequately covered areas. Mulch shall not be applied on windy days when the velocity of the wind is sufficient to prevent uniform distribution.
(3) APPLICATION OF BINDER: Binder shall be applied to the mulch in sufficient quantity to hold the mulch material in place. Any mulch blown away shall be immediately replaced. When power blowers are used to distribute the mulch, the binder shall be sprayed onto the mulch as it is ejected from the machine. If hand methods are used to distribute the mulch, the binder shall be immediately applied by any method that will provide a uniform application of binder over the mulched areas. Types of binders which may be used are as follows:
(a) Emulsified Asphalt, SS-1h or CSS-1h. Care shall be exercised at all times to protect the public, adjacent property, bridges, pavements, curbs, sidewalks, and all other existing structures from discoloration by the asphalt. All damage resulting from such discoloration shall be corrected at the Contractor's expense.
(b) A tackifier listed in the Laboratory Qualified Products Manual may be used at manufacturer's recommended rates.
(c) Jute mesh or plastic netting may be used where erosion is excessive.
b. MIXED IN PLACE MULCH: Mixed In Place Mulch may be used on flat areas or slopes 3:1 or flatter. The mulch shall be applied uniformly and shall then be immediately mixed into the soil with the specified equipment so as to produce a loose soil and mulch mixture 75 to 100 mm deep. As soon as the mixing is completed and disturbed areas have been restored to line and grade, seeding shall be done as specified above.
c. WALKED IN MULCH: Walked In Mulch may be used on slopes ranging in steepness from 5:1 to 2:1. After seeding operations are complete the mulch shall be applied uniformly and shall then be immediately walked with a cleated track dozer. Passes with the dozer shall be made vertically up and down the slope. Where Walked In Mulch is used, rolling and covering the seeds as specified in Sub-Section 700.05.C.2. shall be eliminated.
D. LOOSE SOD:
1. GROUND PREPARATION: Before placing Loose Sod, the ground shall be prepared in accordance with Sub-Section 700.05.A.
903

700.05
2. APPLICATION OF LIME AND FERTILIZER MIXED GRADE: Agricultural lime and fertilizer mixed grade shall be spread uniformly over the surface of the ground, mixed and dressed as specified in SubSection 700.05.B., except that fertilizer shall be spread at the approximate rate of 675 kg/ha.
3. PLACING LOOSE SOD: After the Work specified above has been completed, Loose Sod shall be placed to a depth of at least 100 mm unless additional depths are specified. After placement, the sodded area shall immediately receive an additional application of Fertilizer Mixed Grade applied uniformly at the approximate rate of 675 kg/ha. Immediately after placement each fertilized area shall be thoroughly wetted. Due to the chunky condition of the sod, a completely smooth and finished appearance surface will not be required.
4. OVERSEEDING: As soon as a loose sodded area is completed, seeding as specified in Sub-Section 700.04.C. shall be performed. Inoculation of seed and the methods of sowing shall be as specified in Sub-Section 700.05.C.
E. BLOCK SOD:
1. GROUND PREPARATION: The ground shall be excavated to a sufficient depth to allow the placing of soil, then shall be prepared in accordance with Sub-Section 700.05.A. Soil, meeting the requirements of Sub-Section 893.01, shall be spread on the prepared area to a depth of 100mm.
2. APPLICATION OF FERTILIZER MIXED GRADE: Before the Block Sod is placed, Fertilizer Mixed Grade shall be applied at the approximate rate of 1350 kglha. The fertilizer shall then be mixed with the top surface of the prepared soil by means ofa spike tooth harrow, or hand rake. The finished surface shall be left smooth and uniform.
3. PLACING THE BLOCK SOD: Block Sod shall be laid smoothly, edge to edge, with staggered joints. The sod shall immediately be pressed firmly into contact with the sod bed by tamp or rolling, without undue deformation of the surface. Soil shall be used to fill all cracks between sods, but the amount shall not be enough to smother the grass. Block Sod placed in flumes shall be held down with stakes at least 200 mm long, spaced approximately 300 mm apart. Stakes shall be used on all other areas where they are necessary to prevent movement of the sod. The finished surfaces of all sodded areas shall be smooth and uniform.
F. SOD DITCH CHECKS: Sod Ditch Checks may be constructed of Block Sod or Loose Sod, at the Contractor's option.
1. BLOCK SOD DITCH CHECKS:
a. EXCAVATION: A trench shall be cut at right angles to the ditch, 450 mm wide, 50 mm deeper than the thickness of the sod to be placed, and of the length specified. The excavated material may be used on adjacent
904

700.05
slopes if it is needed or disposed of as directed. The bottom 50 mm of the trench shall be filled with topsoil.
b. APPLICATION OF FERTILIZER MIXED GRADE: After the soil has been placed, Fertilizer Mixed Grade shall be uniformly applied at the rate of approximately 0.14 kg/m2 and mixed with the soil.
c. PLACING SOD: Sod at least 100 mm thick shall be laid smoothly, edge to edge, with the turf side exposed. Soil shall be used to fill the cracks between blocks and sod, but not enough to smother the grass. The sod shall be firmly pressed into the trench, eliminating all air pockets and leaving a true and even surface. All sod placed on steep grades, or otherwise subject to displacement shall be held down with stakes not less than 300 mm long, spaced approximately 300 mm apart.
2. LOOSE SOD DITCH CHECKS:
a. EXCAVATION: A trench 450 mm wide, 200 mm deep and the specified length shall be cut at right angles to the ditch. The excavated material may be used on adjacent slopes if it is needed or disposed of as directed.
b. PLACING LOOSE SOD: Loose Sod shall be placed in the trench to its full depth, and shaped to true line and grade. After watering and settlement, additional sod shall be placed where it is necessary to repair the settled areas.
c. APPLICATION OF FERTILIZER: After the sod has been placed in the trench, Fertilizer Mixed Grade, shall be uniformly applied at the rate of approximately 0.14 kg/m2, and lightly mixed with the surface of the sod.
G. ADDITIONAL GRASSING: This Work shall consist of furnishing additional grassing, including mulch, for protection of areas not included within the scope of the original Contract. The Work shall be performed in accordance with these Specifications.
H. CENTIPEDEGRASS SPRIGGING: This Sub-Section is to be used in Rest Areas, Truck Weighing Stations and Welcome Centers. Work consists of ground preparation, furnishing and planting live sprigs of Centipedegrass, and fertilizing the areas so designated on the Plans. Remaining areas to be grassed shall be in accordance with the Plans, Standard Specifications, and amendments thereto.
1. MATERIALS: Sprigs shall be Centipedegrass.
2. PLANTING DATA: Centipedegrass sprigs shall be used at locations shown on the Plans.
905

700.06

3. CONSTRUCTION:

FERTILIZER RATES FOR CENTIPEDEGRASS SPRIGS

Lime Fertilizer Mixed Grade (initial application) (5-10-15) Supplemental Nitrogen Fertilizer Mixed Grade (additional)
(12-4-8) shall be applied in Spring following planting.

None 785 kglha 56 kglha 336 kglha

Centipedegrass sprigs shall be planted between May 1 and July l. For Centipedegrass sprigs, harvesting, transporting, ground preparation, planting and mulching shall be in accordance with the applicable portions of Sub-Section 160.04. Centipedegrass sprigs shall be watered (25 mm) each week for the first month and biweekly for the second month after planting. Watering may be deleted if rainfall of at least 25 mm per week is received.

700.06 APPLICATION OF NITROGEN: Nitrogen at the rate of approximately 56 kg/ha shall be applied at a time specified by the Engineer after plants are 50 mm high. The one application is mandatory and must be applied before final acceptance. Nitrogen shall be applied with mechanical hand spreaders or other approved spreaders capable of producing uniform coverage over the grassed areas. The application of nitrogen will not be permitted on windy days or when the foliage is damp. Nitrogen shall not be applied between October 15 and March 15 except in Zone 4.

700.07 ADDITIONAL FERTILIZER MIXED GRADE: An application of Mixed Grade Fertilizer at the approximate rate of 675 kg/ha shall be applied each spring after initial establishment. Annual applications shall continue until final acceptance. This additional fertilizer will be measured and paid for at the Contract Unit Price for Fertilizer Mixed Grade.

700.08 PLANT ESTABLISHMENTS:

A. GENERAL REQUIREMENTS: The Contractor shall provide plant establishment of the specified permanent vegetation prior to final acceptance of the Project. Plant Establishment shall consist of preserving, protecting, watering, reseeding, or replanting and other such work and at such time as may be necessary to keep the grassed areas in a satisfactory condition. The Contractor shall water the grassed areas during such period as frequently as necessary to promote maximum practicable growth. As a minimum, the Contractor shall, at intervals not to exceed 6 months, mow all seeded areas of medians, shoulders and front slopes. In addition, the Contractor shall mow as necessary to prevent tall grass from obstructing signs, delineation, traffic movements, sight distance, or otherwise becoming a hazard to motorists. Such mowing shall be performed in a manner that will not cause unnecessary damage to desirable vegetation. No mowing oflespedezas or tall fescue shall be made until after the plants have gone to seed. The Engineer may require replanting at any time an

906

700.09
area or a portion of such area shows unsatisfactory growth. Except as otherwise specified or permitted by the Engineer, areas to be replanted shall be prepared in accordance with the requirements of the Specifications as if such replanting was the initial planting. However, the type of the fertilizer and the application rate of fertilizer to be furnished and applied by the Contractor as a part of Plant Establishment, occasioned by replanting, shall be determined by soil tests or otherwise established.
B. GROWTH AND COVERAGE: It shall be the Contractor's responsibility to provide satisfactory growth and coverage. Growth and coverage on areas grassed as specified shall be considered to be in reasonably close conformity with the intent of the Contract with the vegetation, exclusive of that from seed not expected to have germinated and shown growth at that time, has reached a point of maturity such that each area shows a satisfactory visible growth with no bare spots larger than 0.1 m2. Bare spots shall be scattered and the total bare areas should not comprise more than l/1fXJ of any given area.
C. PERMISSIBLE MODIFICATION: When the time element is such that final acceptance could be made for all other items of the Work except for newly planted repaired areas, or other areas with insufficient grass, the Contractor, ifhe so elects, may complete final filling of the eroded areas, or treat bare areas with an application of loose sod 100 mm in depth, obtained, placed and handled in accordance with Sub-Section 700.05.D. With this treatment, care must be taken on s.houlders, front slopes, medians and other critical areas to maintain the line and grade established for the areas. Loose Sod used for the purpose described above will not be paid for as such, but after acceptance will be considered as an acceptable substitute for the satisfactory Growth and Coverage required under this Specification. Areas so treated with Loose Sod will be measured for payment under the Item for which the Sod is substituted.
700.09 MEASUREMENT:
A. Grassing Complete will not be measured for payment.
B. Additional Grassing ordered by the Engineer will be measured by the number of kilograms of grass seed applied.
C. Mulches, Including Wood Fiber Mulch, furnished by the Contractor for Additional Grassing or Grassing Complete will not be measured separately.
D. The quantity of Block Sod to be paid for under these terms will be the actual number of square meters, surface measure, completed and accepted.
E. Accepted Loose Sod as prescribed for under this Item will be measured by the cubic meter of material delivered in vehicles to the specified areas. Only vehicles loaded to full capacity will be measured for payment, and no payment will be made for any material delivered in partially filled vehicles.
907

700.10
F. The Quantity of Sod Ditch Checks to be paid for under this Item will be the actual number of square meters, surface measure, completed and accepted. The areas to be measured will be that covered by the ditch checks, except the unplanted areas between the ditch checks.
G. Water required to promote a satisfactory growth shall be furnished and applied by the Contractor and will not be measured for payment.
H. The quantities of Lime and Fertilizer Mixed Grade used for all Grassing and Sodding Items will be measured by the megagram.
r. The quantity of Nitrogen used for Grassing Complete and Additional
Grassing will be measured in kilograms of Nitrogen based on the weights offertilizer used and its Nitrogen content.
J. No measurement for payment will be made for any materials or work required under Sub-Section 700.08.
K Temporary Grass will not be measured for payment.
L. Sprigging will not be measured separately.
M. Additional Sprigging, when ordered by the Engineer, will be measured by the square meter.
700.10 PAYMENT: The Contractor will be allowed full measurement and payment on the regular monthly estimates for all grassing and planting items as work progresses provided the Work has been done in strict compliance with the Specifications, and only normal retainage will be withheld until final acceptance.
A. Grassing Complete will be paid for at the Contract Lump Sum Price, complete in place, which payment shall be full compensation for ground preparation, furnishing and planting live sods of grass, seeding, mulching, and Plant Establishment.
B. Additional Grassing will be paid for at the Contract Price per kilogram of seed, which payment shall be full compensation for ground preparation, seeding, mulching, and Plant Establishment.
C. Fertilizer Mixed Grade will be paid for at the Contract Price per megagram, which payment shall be full compensation for furnishing and applying the material.
D. Lime will be paid for at the Contract Price per megagram, which payment shall be full compensation for furnishing and applying the material.
E. Nitrogen will be paid for at the Contract Price per kilogram of Nitrogen Content, which payment shall be full compensation for furnishing and applying the material.
F. Block Sod and Sod Ditch Checks will be paid for at the Contract Price per square meter which payment shall be full compensation for ground preparation, furnishing and transporting live sod, and for Plant Establishment.
908

700.11

G. Loose Sod will be paid for at the Contract Price per cubic meter which payment shall be full compensation for furnishing the material, for removing objectionable matter from the material, for all loading and unloading, all hauling, all spreading, all ground preparation, over seeding and for Plant Establishment.

H. Topsoil moved from stockpiles to slopes will be paid for at the Contract Price for unclassified excavation.

I. Temporary Grass will be paid for under Section 163.

J. Sprigging will be paid for under the pay item for "Sprigging Complete." Such payment shall be full compensation for furnishing all materials except lime and fertilizer, and performing all work necessary to satisfactorily complete the Item. Additional Sprigging, as ordered, will be paid for at the Contract Unit Price bid per square meter. Such price shall be full compensation for furnishing all materials except lime and fertilizer and for performing all work necessary to satisfactorily complete the Item.

700.11 APPROXIMATELY SIX HECTARES OR LESS OF GRASSING: Projects with approximately 6 ha or less of grassing on the entire project will be paid for under a separate pay item as described herein. All of the applicable provisions of Section 700 shall apply except as follows:

A. APPLICATION OF LIME AND FERTILIZER MIXED GRADE:

1. LIME: Agricultural Lime shall be uniformly spread on the surface of the ground at the approximate rate of 4.5 Mg/ha.

2. FERTILIZER MIXED GRADE: Fertilizer Mixed Grade shall be spread uniformly on the surface of the ground at the approximate rate of 1100 kg/ha.

B. APPLICATION OF NITROGEN: Subsequent applications of Nitrogen will not be required.

C. ADDITIONAL FERTILIZER MIXED GRADE: The final application of Fertilizer Mixed Grade will not be required.

D. MEASUREMENT: Grassing, Lime, Fertilizer, Nitrogen, and Mulches will not be measured separately for payment.

E. PAYMENT: This Work will be paid for at the Lump Sum price bid including ground preparation, seeding, application of Lime and Fertilizer, mulching, and plant establishment. When Area Reclamation, Section 160, is included in the Work, Lime shall be measured and paid for separately in the reclaimed area.

For Approximately Six Hectares or less of Grassing, payment will be made

under:

Item No. 700. Grassing

per Lump Sum

For grassing other than Approximately Six Hectares or less, payment will be

909

701.01
made under: Item No. 700. Grassing Complete Item No. 700. Additional Grassing Item No. 700. Agricultural Lime Item No. 700. Fertilizer Mixed Grade Item No. 700. Fertilizer Nitrogen Content.. Item No. 700. Loose Sod Item No. 700. Block Sod Item No. 700. Sod Ditch Checks Item No. 700. Sprigging Complete Item No. 700. Additional Sprigging

Lump Sum per Kilogram per Megagram per Megagram
per Kilogram per Cubic Meter per Square Meter per Square Meter per Lump Sum per Square Meter

SECTION 70t-WILDFLOWER SEEDING

701.01 DESCRIPTION: This Work shall consist of ground preparation, furnishing and planting wildflower and companion grass seeds, application of fertilizer, and application of lime, if applicable to those areas so designated in the Plans.

701.02 MATERIALS: All materials shall meet the requirements of the following:

Agricultural Lime Companion Grass Seed Fertilizers

882.02 890.01 891.01

WILDFLOWER SEED: Seed shall be from the latest season's crop and shall be delivered in original sealed packages bearing the producer's guaranteed analysis for percentages of species in mixture, minimum germination rates, and purity of seed. Minimum germination rates are listed
below and seed purity shall be 98% with only 0.5% weed seed. Seed mixture shall be proportioned as follows:

Approx.% by Weight
in Mix Botanical Name

Common Name

Germination

1.5 Achillea millefolium

White Yarrow

50%

5.0 Centaurea cyanus

Cornflower

60%

5.0 Chamecrista fasiculata Partridge Pea

N/A

10.0 Coreopsis lanceolata

Lance-leaved Coreopsis

40%

10.0 Coreopsis tinctoria

Plains Coreopsis

65%

5.0 Delphinium ajacis

Rocket Larkspur

60%

5.0 Escholzia californica California Poppy

60%

5.0 Gaillardia aristata

Perennial Gaillardia

45%

10.0 Gaillardia pulchella

Annual Gaillardia

45%

2.5 Monarda citriodora

Lemon Mint

40%

10.0 Nemophila menziesii Baby Blue Eyes

70%

910

701.04

Approx.% by Weight
in Mix

Botanical Name

1.0 Oenothera speciosa 2.0 Papaver rhoeas' 10.0 Rubeckia hirta 5.0 Salvia farinacea 3.0 Solidago spp. 10.0 Trifolium incarnatum

Common Name
Pink Primrose Corn Poppy Black-Eyed Susan Blue Sage Goldenrod Crimson Clover

Germination
N/A 60% 60% 40% N/A 80%

100% total mix-to be planted at a rate of 13 kg/ha.

701.03 PLANTING LIMITS: Nurse or companion grasses to be used with wildflower as follows:

Planting Season October 1 to February 28

Grass Tall Fescue

RatelHectare 5.5 kg

701.04 CONSTRUCTION:

A. PLANTING LIMITS: Before ground preparation planting limits shall be staked by the Contractor in accordance with the Plans and approved by the Engineer.

B. GROUND PREPARATION: The ground shall be prepared by plowing to a depth of not less than 100 mm or more than 150 mm. Mter plowing the area shall be thoroughly disked until pulverized and then smoothed. All large clods, boulders, stumps, rocks, and other foreign particles, which will interfere with the Work and seedling growth, shall be removed. Wait two weeks after preparation and spray any new growth with nine liters of roundup herbicide per hectare. Wait a minimum of 10 days before proceeding.

C. APPLICATION OF LIME AND FERTILIZER MIXED GRADE:

1. LIME: Agricultural Lime shall be uniformly spread on the surface of the ground at the approximate rate determined by the Engineer. If the ph is 6.0 or high~r, no lime is required.

2. FERTILIZER MIXED GRADE: The Contractor may select Fertilizer Mixed Grade such as 10-10-10, 6-12-12, 5-10-15 or any other analysis within the following limits: Nitrogen 5-10%, Phosphorus 10-15%, and Potassium 10-15%. The fertilizer shall be spread uniformly over the ground surface at the approximate rate of 225 kg/ha.

3. MIXING: The lime and fertilizer shall be uniformly mixed into the top 100 mm of soil by suitable harrows, rotary tillers, and other equipment satisfactory to the Engineer before any further work is done on the area.

D. SEEDING: Weather permitting, seed shall be sown within twenty-four hours following the application of fertilizer and lime preparation of the seed bed. Seed shall be uniformly sown at the rate specified in Sub-Section

911

701.05
701.03 by the use of approved mechanical seed drills or by mixing seed with dry sand and spreading with either a drop spreader or rotary spreader. The seed shall be covered to a maximum depth of 3 mm. After seeding, the area shall be rolled with a cultipacker or similar equipment to ensure good soil contact, which is essential to yield desirable germination of seedlings.
E. MULCHING: Mter rolling seed bed, two megagram of wood fiber mulch shall be applied per hectare.
701.05 PLANT ESTABLISHMENT:
A. INITIAL REQUIREMENTS: Planted areas shall be kept sufficiently moist for 4 to 6 weeks during seedling germination and development.
B. GENERAL REQUIREMENTS: The Contractor shall provide plant establishment of the specified vegetation prior to final acceptance of the Project. Plant Establishment shall consist of preserving, protecting, watering, reseeding, or replanting and other such work and at such time as may be necessary to keep the wildflower areas in a satisfactory condition. The Contractor shall water the wildflower areas during such period as frequently as necessary to promote maximum practical growth. Mowing shall be performed in a manner which will not cause unnecessary damage to desirable vegetation. Mowing shall be done once a year in late fall after seedheads have matured. The Engineer may require replanting at any time an area or a portion of such area which for any cause shows unsatisfactory growth. Except as otherwise specified or permitted by the Engineer, areas to be replanted shall be prepared in accordance with the requirements of the Specifications as if such replanting were the initial planting. However, the type fertilizer and the application rate of fertilizer to be furnished and applied by the Contractor as a part of Plant Establishment occasioned by replanting shall be determined by soil tests or otherwise established by the Engineer.
C. GROWTH AND COVERAGE: It shall be the Contractor's responsibility to provide satisfactory growth and coverage. Growth and coverage on wildflower areas as specified shall be considered to be in reasonably close conformity with the intent of the Contract with the vegetation, exclusive of that from seed not expected to have germinated and shown growth at that time, has reached a point of maturity such that each area shows a satisfactory visible growth with no individual bare spots larger than 0.1 m2 . Bare spots shall be scattered and the total bare areas should not comprise more than 1% of any given area.
701.06 MEASUREMENT:
A. Wildflower Seeding will be the actual number of hectares completed in accordance with the above requirements and accepted by the Engineer.
B. Wood fiber mulch furnished and applied by the Contractor will not be measured separately.
912

702.02

C. Water required to promote a satisfactory growth shall be furnished and applied by the Contractor and will not be measured for payment.

D. Agricultural lime will be measured by the megagram

E. Mixed Grade Fertilizer will be measured by the kilogram.

F. No measurement for payment will be made for any materials or work required under Sub-Section 701.05.

701.07 PAYMENT: Wildflower seeded areas will be paid for as follows:

A. WILDFLOWER SEEDING: When plants are satisfactorily planted, 80 percent of the Contract Unit Price bid per hectare will be paid on the next
estimate less normal retainage. Until Final Acceptance, all required maintenance shall be performed by the Contractor in accordance with SubSection 701.05 when necessary or as ordered by the Engineer. At the time of Final Acceptance the remaining 20 percent will be paid. Such payment will be full compensation for ground preparation, wildflower and companion grass seed, seed application, watering, mulching and Plant Establishment.

B. Mixed Grade Fertilizer will be paid for at the Contract Price per kilogram, which payment shall be full compensation for furnishing and applying the material.

C. Lime will be paid for at the Contract Price per megagram which payment shall be full compensation for furnishing and applying the material.

Payment will be made under: Item No. 701. Wildflower Seeding Item No. 701. Fertilizer Mixed Grade Item No. 701. Agricultural Lime

per Hectare per Kilogram per Megagram

SECTION 702-VINE, SHRUB AND TREE PLANTING

702.01 DESCRIPTION: This work shall consist of furnishing and planting Vines, Shrubs, Trees and Miscellaneous Plants, and treating regenerated areas all in accordance with the Specifications and in reasonably close conformance with the details shown on the Plans or established by the Engineer.

702.02 MATERIALS: All materials shall meet the requirements of the following:

Water Agricultural Lime Fertilizers Plant Topsoil Mulch Vines, Shrubs, Trees, and Miscellaneous Plants Tree Paint Prepared Plant Topsoil

700.02 882.02 891.01 893.01 893.02 893.03 893.06 893.07

913

702.03

Stakes Organic Soil Additives

893.08 893.09

702.03 PLANT REQUIREMENTS:
A. PLANT SPECIFICATIONS: The Plans contain a sheet titled, "Plant Specifications" which will designate the Plant name and Plant Specifications for each Plant to be furnished under the Contract.

1. PLANT NAMES: All botanical and common names of Plants specified shall conform with the edition of the "Standardized Plant Names," as adopted by the American Joint Committee on Horticultural Nomenclature that is in effect at the time of the Invitation for Bids.

2. GRADES: All Plants shall meet the grade requirements of the "American Standard for Nursery Stock" of the American Association of Nurserymen in effect at the time of Invitation for Bids, and to any other requirements that may appear herein. Caliber, or Caliper used in establishing plant grades or trunk sizes, will be measured in accordance with the "American Standard for Nursery Stock." Trees shall have reasonably straight stems and shall be well branched and symmetrical in accordance with their natural habits of growth. Trees with broken or damaged terminal or main stems will be rejected.

3. SUBSTITUTIONS: Where both primary and permissible alternate Plants are specified, the alternate Plants may be used without a Change Order and Supplemental Agreement. Alternate Plants may be used only after the Contractor has given written proof, satisfactory to the Engineer, that the primary Plants specified are not available. A Change Order and Supplemental Agreement will be required when the Contractor cannot furnish either a primary or permissible alternate Plant, and substitutions must be made. Approved substitute Plants, as designated by the Engineer, shall be of value at least equal to the specified Plant for which the substitution is being made. All requests for Change Orders shall be made by the Contractor at least thirty (30) days prior to the end of the planting season in the area.

B. NURSERY PLANTS: Unless otherwise specified, all Plants shall be nursery grown stock that has been grown in a licensed nursery under intensive care and cultivation for at least one year. The branch system shall be normal development and free from disease, injurious insects, disfiguring knots, sun-scald, injuries, abrasions of the bark, dead or dry wood, broken terminal growth, or other disfigurements. All nursery grown Plants shall be accompanied with proper certificates of inspection. See Sub-Section 893.03.

C. COLLECTED PLANTS: Collected Plants are those which have been grown in the wild, uncultivated and untransplanted. Collected Plants grown forone growing season or more in a nursery shall be classified as nurserygrown Plants. Collected Plants shall not be taken from areas infested with insects under quarantine. At least twenty-four (24) hours before beginning

914

702.04
to dig Collected Plants, the Contractor shall notify the Engineer of the time and place of digging so that inspection of the work and of the Plants can be made. The digging, transporting and replanting of Collected Plants shall be done in a manner satisfactory to the Engineer and in accordance with both Federal and State laws and regulations. See Sub-Section 893.03.
D. CERTIFICATES OF INSPECTION: Certificates of inspection shall accompany the invoice for each shipment of plants as may be required by law for transportation. File certificates with the Engineer prior to acceptance of the material. Inspection by Federal or State Governments at place ofgrowth does not preclude rejection of plants at the site.
E. INSPECTION OF PLANT MATERIALS PRIOR TO DIGGING: The Engineer will inspect trees or plants from the bidder's source for acceptability. In the event that the trees or plants are rejected, the Engineer reserves the right to pursue and examine other sources of plants until acceptable specimens are found. Such a change will not constitute an increase in cost to the State. Plants shall also be subject to inspection and approval by the Engineer for conformity to specification requirements. Such approval shall not impair the right of inspection and rejection during progress of the Work.
F. APPROVAL AND SELECTION OF MATERIALS AND WORK: The selection of all materials and the execution of all operations required under the specifications and drawings will be subject to the approval of the Engineer. The Engineer will have the right to reject any and all materials and any and all work which does not meet the requirements of the contract documents at any stage of the operations. All rejected materials shall be removed promptly from the site by the Contractor.
702.04 CARE AND HANDLING OF PLANTS:
A. BARE-ROOTED PLANTS: Bare-rooted Plants shall be tied in bundles with moist sphagnum moss, shingletoe, or other moisture-retaining material placed around the roots sufficiently to keep Plants moist up to ten days. The bundle shall be over-wrapped with a heavy weight, waterproof, flexible material, covering the roots and one-half the tops. Plants shall be kept wrapped until planted or heeled-in. Wrapped Plants may be held in the package up to ten (10) days from the time of shipment if kept in a protected place out of the sun and wind. In cases where Plants cannot be planted within ten (10) days from the time of shipment such Plants shall be unwrapped, roots spread out, and heeled-in using moist soil, and watered well. Roots of Plants that have been heeled-in shall be protected from drying out by means of wet canvas, burlap, straw, or by other means while being transported and distributed for planting. Protection methods employed shall be satisfactory to the Engineer and will depend upon weather conditions and length of time the Plants will remain unplanted.
B. BALLED AND BURLAPPED PLANTS (B&B): The soil in the ball shall be the original and undisturbed soil in which the Plant has been grown. The
915

702.05
Plant shall be dug, burlapped, transported, and handled in such a manner that none of the soil is loosened, thus causing the stripping or exposing of roots. Plants with broken or loose balls, or balls of less diameter than that specified, shall be rejected and replaced with satisfactory Plants. The roots of balled and burlapped Plants, unless they are planted immediately after they are delivered, shall be adequately protected (completely covered) with damp soil, sawdust, or other moist material until they are removed for planting. Plants being held shall be kept moist while awaiting planting, care being taken not to saturate the ball thus causing it to pull off in handling. B & B Plants shall be handled by the ball and not by the top growth. In no case shall balls of Plants remain unprotected overnight.
C. CONTAINER-GROWN PLANTS: Container-grown Plants shall be kept moist until planted. They shall be handled by the container or soil ball and not by the top growth.
D. COLLECTED PLANTS: Collected Plants shall not be collected more than 24 hours in advance of actual planting. They shall be loaded onto a covered truck, protected from the sun and wind, their roots protected with a moist packing material, and transferred directly to the final planting site at the time of actual planting. Collected Plants shall be dug with a wide root system, equal to at least the spread of the top of the Plant. Plants shall be selected for good shape and form. Poorly shaped, weak Plants taken from dense shade and crowded conditions will be unacceptable. Native Plants offered by nurseries shall not be collected from wild sources and sold as nursery grown until they have been in the nursery for one or more growing seasons under intensive care. Pruning of collected Plants shall consist of removing from lis to 112 of the side branches as directed by the Engineer.
E. MAINTENANCE OF HEELED-IN PLANTS: All heeled-in Plants shall be properly maintained by the Contractor until they are planted. No Plants shall remain heeled-in over summer, or for a period longer than thirty (30) days without consent of the Engineer.
F. INJURIES TO BE PREVENTED: In digging, loading, unloading, planting or otherwise handling Plants, the Contractor shall exercise utmost care to prevent injuries to the trunk, branches, and roots of the Plants. Failure to observe any or all of the above stipulations will be grounds for rejection of such Plants. Tops of all shrubs and trees shall be protected while in transit to prevent windburn.
702.05 SEASONAL LIMITATIONS FOR PLANTING: Reference is made to the map shown in Section 700 under Sub-Section 700.04.A Planting Zones. For Zones 1, 1A and 2, planting shall only be done between the dates of October 15 and March 15. For Zones 3 and 4, planting shall only be done between November 1 and March 1.
702.06 CLEARING AND GRUBBING: Necessary Clearing and Grubbing shall be done before any operation of planting or plant bed preparation is begun in the affected areas. Unless the Item of Clearing and Grubbing is
916

702.09
shown as a separate Pay Item in the Contract, the cost of all necessary Clearing and Grubbing shall be included in the overall Bid submitted.
702.07 TREATMENT OF REGENERATED AREAS: Regenerated Area Treatment consists of perimeter staking and a spring application of fertilizer. Pruning, mulching, staking except perimeter staking, guying, wrapping, mowing, weeding, and watering except watering following fertilization, will not be required. Perimeter staking shall be done as specified in Sub-Section 702.12.A One application offertilizer shall be applied in the spring as specified in Sub-Section 702.15.A.
702.08 PLANT BED PREPARATION: Plant bed preparation shall be done as follows:
A. PLANTING LIMITS: Before plant bed preparation, planting limits shall be staked by the Contractor in accordance with Plan details and approved by the Engineer. The method of plant identification shall be approved by the Engineer prior to beginning planting operations.
B. APPLICATIONS OF SOIL ADDITIVES:
1. FERTILIZER: Fertilizer for plant bed preparation may be 6-12-12 if 412-12 is not available applied at the approximate rate of 1.5 kg/l0 m2 of bed surface. Fertilizer shall be applied before the organic soil additive is spread over the plant bed.
2. LIME: Agricultural Lime for plant bed preparation shall be applied at the approximate rate of 2.5 kg/10 m2 of bed surface. Lime shall be applied before the organic soil additive is spread over the plant bed.
3. ORGANIC SOIL ADDITIVE: An organic soil additive, either peat moss or pine bark shall be spread evenly throughout the designated area to a minimum depth of 50 mm and thoroughly dug into the soil 0 a minimum depth of 150 mm by use of a rotary hoe type tiller or other suitable equipment which will give an even mix of soil, lime, fertilizer and organic soil additive. Final tilling of the area shall leave the surface reasonably smooth, free of weeds, roots, rocks and other debris, to the satisfaction of the Engineer.
702.09 PLANTING OPERATIONS: All planting shall be done either by the pit method or by the dibble method as called for on the Plant Specification sheet. Before actual planting of each area is begun all necessary materials including prepared plant topsoil (see Sub-Section 893.07), water, stakes and mulch shall be on hand. When Seasonal Limitations and weather conditions permit, the various operations necessary to complete the work including watering, mulching, wrapping, guying, and staking, shall be continuous until the last operation is completed. As soon as the planting of each plant is completed, provisions for retaining water adjacent to the Plant shall be done in accordance with the details shown on the Plans or as directed by the Engineer.
917

702.09
A. PLANTING BY THE PIT METHOD:
1. PLACING:
a. BARE-ROOTED PLANTS: Plants with bare roots shall be planted immediately upon delivery to the pit area. Roots shall be protected from drying out until placed in the pit. Plants shall be centered in pits,roots spread out the way they originally grew and covered with prepared plant topsoil in accordance with details shown on the Plans.
b. BALLED AND BURLAPPED PLANTS: Once the Plant has been delivered to the pit site, it shall be planted immediately. In no case shall balls be allowed to remain unprotected overnight. The ball shall be centered in the prepared pit, leaving the top ofthe ball 25 mm above the top of the ground for settlement. The pit shall then be partially filled with prepared plant topsoil and compacted enough to hold the ball firmly. The burlap covering will be left in place. Wire or twine shall be removed from the top of the ball.
c. CONTAINER-GROWN PLANTS: Upon delivery to the pit site, the container shall be split from top to bottom and the Plant carefully removed. Major roots growing around the container shall be spread out into the hole or pruned to remove any circular growth. The ball shall then be placed in the center of the prepared pit, leaving the top of the ball 25 mm above the top of the ground for settlement. The pit shall then be partially filled with prepared plant topsoil and compacted enough to hold the ball firmly.
2. COMPLETING PIT PLANTINGS: After all the operations of "Placing" have been done, as called for in Sub-Section 702.09.A.1, a thorough watering shall follow during the same day regardless of weather or soil mositure conditions. After the water has soaked in, additional prepared plant topsoil shall be added and firmly compacted. Compaction shall stop when the compacted prepared plant topsoil is 50 mm below the adjacent ground. Each pit shall then be filled with loose prepared plant topsoil in accordance with the details shown on the Plans. As soon as the planting of each Plant is completed, provisions for retaining water adjacent to the Plant shall be done in accordance with the details shown on the Plans or as directed by the Engineer.
B. PLANTING BY THE DIBBLE METHOD: When the dibble method of planting is called for, it shall be done as outlined on the Plans. Standard dibble blades are made in 250 mm and 300 mm heights. The 300 mm high blade will normally be used. 250 mm blades will be permitted only on Plants with a root system of 200 mm or less. Plant location methods shall be as shown on the Plans or as approved by the Engineer. Planting shall only be done when there is adequate moisture in the ground and when the ground is not frozen. Where grass or other vegetation is present the work shall be done in the following manner:
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702.12
1. An area at least 600 mm on all sides of the proposed location of the individual dibbled Plants shall be mowed to a height of 25 mm.
2. Mulch of the specified type and amount shall be applied to the mowed area prior to planting.
3. The seedling shall then be dibbled into the soil.
4. Dibble planting shall be done within 48 hours after mowing.
5. In order to retain water adjacent to the Plant, each planting shall be completed in strict conformance with the details shown on the Plans.
702.10 MULCHING:
A. FOR PIT PLANTINGS: Where the distance between plants is 1.2 m or less, mulch shall be spread throughout and 600 mm beyond the outermost plants. Where the distance between plants is more than 1.2 m, mulch shall be applied in a circular fashion around each plant, forming a ring 1.2 m in outside diameter. If plant pits are greater than 1.2 m in diameter, the mulch shall extend out and cover the berm as shown on the planting details. Mulch shall be applied within five days after planting at a minimum depth of 100 mm loose for pine straw or 75 mm loose for pine bark in order to obtain a minimum compacted depth of 50 mm. Compaction shall be by natural causes and shall be determinable at not less than three months exposure to the elements after spreading. Where the compacted depth fails to meet the 50 mm minimum, additional mulch shall be applied to deficient areas in amounts sufficient to attain such depth, within one month following notification.
B: FOR PLANTINGS BY THE DIBBLE METHOD: Mulch shall be applied in accordance with Sub-Section 702.10.A. with the following exceptions:
1. Mulch shall be applied before planting.
2. The minimum compacted height after three months exposure shall be 25 mm instead of 50 mm.
702.11 WRAPPING: Unless otherwise specified, the trunks of all deciduous trees 32 mm and over in caliper shall be tightly wrapped in strip burlap or waterproof crepe tree wrapping paper or other approved materials. Wrapping shall begin at the ground and extend spirally up and beyond the first rosette of branches with an overlap of '12 the width of the wrapping material. The wrapping material shall be securely tied with binder twine spaced every 300 mm for the full length of the wrapping. Wrapping shall immediately follow planting.
702.12 STAKING AND GUYING:
A. PERIMETER STAKING: Perimeter stakes shall be 50mm x 50mm x 900mm. Perimeter staking of areas that are indicated to be Regenerated Areas shall be according to the Plans or as directed by the Engineer within specified planting dates.
919

702.13
B. VINE, SHRUB AND MISCELLANEOUS PLANT STAKING: All isolated Vines, Shrubs and Miscellaneous Plants that are planted outside of solid mulched beds shall be marked with identification stakes in accordance with details shown on the Plans.
C. TREE STAKING AND GUYING: All Trees shall be staked with an identification stake or guyed in accordance with details shown on the Plans. The dimensions ofTree stakes and guy stakes shall be as shown on the Plans. Each guy wire shall consist of two square mm malleable galvanized iron wires twisted into a single strand and enclosed loosely in a rubber hose or other approved covering extending around the trunk. After fastening the wire to the stake by tying or twisting in the shape of a figure 8, the wire shall be nailed or stapled to the stake to prevent slippage using a 4d nail or a 13 mm staple. The wire shall then be tightened so that a slight strain is set up between Tree and stake by twisting the wire. Guy wires shall be placed above the first rosette of lower branches and fastened to the stake approximately 150 mm above the ground. Wire-reinforced plastic tape of accepted size and quality may be used in lieu ofthe hose and wire specified above.
702.13 PRUNING: All pruning shall be done on the site before planting and after initial inspection by the Engineer. Severe pruning shall not be a method of getting Plants to meet Specifications. Pruning shall follow the best modern horticultural practices and shall be done with approved tools designed for the purpose intended. Lopping, topping or shearing ofTrees or Shrubs will be cause for rejecting the Plants as unsuitable. Damaged, scarred, frayed, split and skinned branches, limbs and roots, shall be pruned back to live wood nearest to the next sound outside lateral bud, branch, limb or root. The terminal leaders or buds in all Trees shall be left intact. Nursery grown Vines, Shrub and Trees shall have approximately one-third of the smaller branches removed for root-top balance. Plants which have been pruned extensively may be rejected at any time by the Engineer. Root pruning, when necessary, shall be done as directed by the Engineer. All cuts 25 mm in diameter or larger shall be treated with an approved tree paint or wound dressing. See Sub-Section 893.06.
702.14 WATERING: Water shall be applied in such a way as to prevent erosion. All planting shall be given one initial watering at the time of planting. Additional waterings shall be made following each fertilizer application called for in Sub-Section 702.15 and as necessary to maintain moisture adequate to promote Plant growth. Enough water shall be applied to wet the soil to a depth slightly below the roots. In applying water it should be directed to the ground around the Plant, not the tops.
702.15 SPRING APPLICATION OF FERTILIZER:
A. METHOD AND RATE OF APPLICATION: TREES: All trees are to be deep-root fed each spring by using a 8-12-12
slow release fertilizer. Feed by boring a 38 mm diameter hole to a depth of 450 mm to 600 mm at the rate of 8 to 10 holes per tree. Use 0.25 L of fertilizer per 25 mm in caliper of tree measured 150 mm off the ground and be sure to fill the holes with soil upon completing each hole.
920

702.17
SHRUBS: All shrubs are to be fertilized with a 6-12-12 slow release 60 percent organic fertilizer by spreading fertilizer around the base of the plant and working it into the soil by hand (use 0.2 UO.5 m in height of shrub).
BED AREAS: On bed areas, as defined by Method of Planting in SubSection 702.08, fertilizer shall be spread over the mulch at the rate of 1.5 kg/l0 m2 using 6-12-12 or 8-12-12 and thoroughly watered in.
VINES: Vines when not planted in a bed shall be fertilized at the rate of 60 mL per vine using 6-12-12 or 8-12-12 and thoroughly watered in.
REGENERATED AREAS: On regenerated areas, the fertilizer shall be spread evenly at a rate of 1.5 kg/l0 m2 and thoroughly watered in using 612-12.
NOTE: 1 L of 6-12-12 or 8-12-12 equals 1 kg.
B. TIME OF APPLICATION: Both spring applications of fertilizer shall be made as follows: With reference to the Planting Zones specified in Sub-Section 702.05 each spring application for Zones 1, lA, and 2 shall be made between the dates of April 1 and April 15 and between the dates of March 15 and April 1 for Zones 3 and 4; however, for late plantings, no fertilizer shall be applied less than 30 days after plantings have been made.
C. ADDITIONAL FERTILIZER GRADES 8-12-12 or 6-12-12, WHICHEVER IS APPLICABLE: Approximately one month after the spring application has been made the Engineer will inspect all planted areas and determine if an additional application of fertilizer is needed for any plant or group of plants. If the Engineer determines additional fertilizer is reqb.ired the rate of application shall not exceed those rates specified in Sub-Section 702.15.A The additional application shall be made between the dates of June 15 and July 15th.
702.16 RESTORATION AND CLEANUP: Where existing grass areas have been damaged or scarred during planting operations, the Contractor, at its expense, will be required to restore the disturbed areas to their original conditions as directed by the Engineer. The Contractor shall clean up all debris, spoil piles, containers, etc., and leave the Project in an acceptable condition.
702.17 PLANT ESTABLISHMENT PERIOD AND ACCEPTANCE: The acceptability of the plant material furnished and planted as specified will be determined at the end of an establishment period during which the Contractor shall employ all possible means to preserve the plants in a healthy growing condition. Plant establishment period shall be the period from the time of the last planting as defined in Sub-Section 702.05 until the following October 1.
All plants within the project shall be planted in one planting season. At the end of the first planting season, the first establishment period will begin.
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702.17
Thirty days prior to the end of the first establishment period, the first semi-final inspection will be made. The Contractor will be instructed to replace all dead, dying, diseased, unsatisfactory, and missing plants during the next planting season.
At the end of the second planting season, the second plant establishment period will begin.
Thirty days prior to the end of the second establishment period, the second semi-final inspection will be held. The Contractor will again be instructed to replace all dead, dying, diseased, unsatisfactory, and missing plants.
The final inspection of the plants will be made during May, following any needed replacements during the previous planting season. The Contractor shall be responsible for the plants until the final acceptance of the Project or a portion ofthe Project is made.
Care during an establishment period shall include watering, cultivating, weeding, pruning, repair and adjustment of guys and stakes, and such other work as ordered by the Engineer. Dead plants or those which no longer conform to the requirements of Sub-Section 702.03.A.2. shall be promptly removed from the Project.
The Contractor shall mow, up to a maximum of three (3) times per calendar year, the entire right of way within the limits of the project.
LEANING TREES: Straighten as necessary any trees which are leaning by pulling over and tying with new guy wire or stake. When wrapping wire around the tree be sure to install in a piece of rubber hose such that the wire will not cut the tree.
A. SHRUB MAINTENANCE:
1. PRUNING: Prune or thin shrubs, as directed by the Engineer, a minimum of two times per year, once before spring and once during mid-summer, to adequately maintain an attractive shape and fullness with respect to the intended character of the planting. See Sub-Section 702.13.
2. MULCHING: All shrub and tree beds are to be continuously maintained with a clean, freshly mulched appearance, using the mulch originally specified. See Sub-Section 702.10.
3. FERTILIZER: See Sub-Section 702.15.
4. INSECTICIDES: Inspect all shrubs and trees for insects, grubs, mites, etc., once every two weeks and apply insecticides and pesticides as per manufacturer's or installer's recommendations to effectively control insect infestation. Insecticides such as volck oil, lindane, captan and sevin are commonly sued for control of insects and pests.
5. EDGING: Edge and trim all shrub and ground cover areas and tree beds such that a clean and manicured appearance is exhibited at all times.
6. WATERING: During summer months, if rain does not occur sufficiently to keep all shrubs moist, the Contractor shall water shrubs thoroughly by soaking each plant. The plants normally will survive on average
922

702.18
rainfall; however, smaller plants with shallow root systems, such as the Evergreen Holly, must be watered once a week thoroughly during unseasonably dry conditions. If a tree or shrub "withers" it likely needs watering. Water all plants thoroughly by "soaking" each plant. Water each shrub approximately one-half minute. Junipers will survive on lesser amounts of moisture. They will not need water as regularly as Evergreen Hollies.
7. POLICING: Remove any debris such as paper, broken limbs, bottles, cans, etc., which are obvious while maintaining the site.
B. TREE MAINTENANCE:
1. WATERING: Although most trees will survive on normal rainfall, it will be necessary to "soak" the trees if a drought (no rain for two or three weeks during summer months) occurs. One hundred percent of the trees and plants are to be checked weekly for dryness by removing the mulch from their base and "sampling the soil" approximately 150 mm deep, and if no moisture is there "the tree is dry" and needs water. Water each tree thoroughly until the ground is saturated to the base of the tree rootball, normally 600 to 750 mm deep.
2. MULCH: Maintain a good heavy mulch around all trees and shrubs in order to preserve moisture as specified in Sub-Section 702.10.
3. FERTILIZING: See Sub-Section 702.15.
4. ABNORMAL CONDITIONS: Periodically (once every two weeks) observe all trees and shrubs for abnormal conditions such as insects, borers, web worms, red spiders, etc., and immediately treat.
5. SUCKER GROWTH: Remove all sucker growth three times a year. Sucker growth is the shoots that sprout out around the base of the tree trunk.
6.DEAD WOOD: Remove at least two times a year and/or prune all dead branches and paint or care for all cuts and wounds or scars as necessary. Use an asphaltic tree paint to paint over wounds. See SubSection 702.13.
7. INSECT CONTROL: Apply insecticides as necessary in order to effectively control bores, aphids, mealybugs, mites, tent worms, etc. Use manufacturer's instructions. Lindane and sevin are commonly used for this treatment. NOTE: All chemicals shall be used in strict accordance with the Federal, State and County directives on environmental control and carry an E.P.A approval number.
702.18 MEASUREMENT:
A PLANTS: Plants of the name and size specified, measured for final payment, will be the actual number planted and which are in a living and acceptable condition at the time of Final Acceptance.
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702.19
B. FERTILIZER: Spring Application Fertilizer applied to planted and regenerated areas will be the actual number of kilograms placed in accordance with Sub-Section 702.15 and accepted. Fertilizer, lime, and plant topsoil used in prepared plant topsoil or plant bed preparation will not be measured for separate payment.
C. PERIMETER STAKES: Perimeter Stakes measured for payment will be the actual number in place and accepted.
D. CLEARING AND GRUBBING: Clearing and Grubbing will not be measured for payment unless such item is shown as a separate Pay Item in the Proposal.
702.19 PAYMENT:
A. PLANTS: Plants measured for payment will be paid for as follows:
1. When plants are satisfactorily planted, 70 percent of the Contract Unit Price bid per each will be paid on the next estimate, less normal retainage.
2. Until Final Acceptance, all required maintenance shall be performed by the Contractor in accordance with Sub-Section 702.17, when necessary or as ordered by the Engineer. If the Contractor fails to properly maintain the landscaping, Liquidated Damages will be assessed in accordance with the schedule of deductions shown in Sub-Section 108.08, but not less than $150.00 per calendar day, and will continue until project maintenance is deemed satisfactory by the Engineer. Such liquidated damages shall be in addition to those specified for Delay or Failure in Completing the Work within the specified time.
3. After the first semi-final inspection, 10 percent of the Contract Unit Price bid per each of the live, viable plants, less normal retainage, will be paid.
4. After the second semi-final inspection, 10 percent of the Contract Unit Price bid per each of the live, viable plants, less normal retainage, will be paid.
5. At the time of Final Acceptance, the remaining 10 percent, less the Full Contract Unit Price bid per each for any plants not accepted, will be made. Such payments will be full compensation for furnishing, planting, replanting as required, pruning, staking-except for perimeter staking, wrapping and guying, soil conditioner, preparation of plant bedsincluding all additives digging of plant pits, all prepared plant topsoil and mulch, disposal of waste material and for all maintenance during the Plant Establishment period.
B. FERTILIZER: Fertilizer, Spring Application, measured as specified above, including all grades, will be paid for at the Contract Price per kilogram or
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703.06

per megagram, whichever is indicated in the Proposal. Such payment shall be full compensation for furnishing and applying, and for water applied on Regenerated Areas.

C. PERIMETER STAKES: Perimeter Stakes measured for payment will be paid for at the Contract Price per each, which payment shall be full compensation for furnishing and placing the stakes.

Payment will be made under: Item No. 702. (Plant Name and Size) Item No. 702. Fertilizer, Spring Application Item No. 702. Perimeter Stakes Item No. 702. Spring Application Fertilizer

per Each per Megagram
per Each per Kilogram

SECTION 703-TREE WELLS, TREE WALLS AND ROOT PROTECTION

703.01 DESCRIPTION: This work shall consist of the protection of selected trees and shrubs by means of Retaining Walls, Tree Wells and porous material placed to protect the root systems.

703.02 MATERIALS: All materials shall meet the requirements of the following:

Mortar and Grout Masonry Stone Clay Underdrain Pipe Clay Drain Tile Porous Materia.l Tree Paint

834.03 834.02 842.02 842.03 893.05 893.06

703.03 EXCAVATION: All excavation necessary for constructing Tree Wells and Tree Walls shall be so done as to avoid unnecessary injury to the root systems. The foundations shall be excavated and filled to the elevations shown on the Plans or as directed, and to dimensions that will permit the placing of the full widths and lengths of footings shown on the Plans. The foundation shall be of such character as to afford a firm and uniform bearing throughout.
Where the soil under Tree Wells or Tree Walls is unstable, the foundation area. shall be backfilled with broken stone, coarse gravel or some other approved material and thoroughly tamped to provide a firm and uniform bearing for the masonry.

703.04 MASONRY CONSTRUCTION: The Tree Wells and Tree Walls shall be built of rubble masonry according to the details shown on the Plans. Rubble Masonry shall meet the requirements of Section 607.

703.05 DRAINAGE: Care shall be taken that adequate drainage of the wells is provided by means of weep holes, pipe drains, drain tile, or porous material as shown on the Plans.

703.06 TREE ROOT PROTECTION: Where Tree Root Protection is required, porous material shall be placed to the extent and the depths

925

703.07

indicated on the Plans, or as the Engineer directs. No backfill shall be placed above the spread of a Tree or Plant to be preserved until a fill of porous material has been placed above its roots. The area for Tree Root Protection shall first be cleaned of all vegetation, and porous material shall then be spread loosely over the required area.

703.07 DAMAGE TO PLANTS: While the Tree Wells and Tree Walls are being built and while the porous material for root protection is being placed, care shall be taken to prevent cutting of the roots and to prevent scarring or damage to the trees and shrubs. If it is necessary to make cuts they shall be made cleanly with sharp tools and in accordance with the best horticultural practices. All scarred areas and all cut surfaces 25 mm or more in diameter shall be immediately covered with tree paint.

703.08 MEASUREMENT: The quantity of Tree Well and Tree Wall Masonry to be measured for payment will be the actual number of cubic meters completed and accepted. The quantity of Porous Material for Tree Root Protection to be measured for payment will be the actual number of cubic meters placed and accepted as measured loose in the vehicle at the point of dumping.
Drain Pipe or Drain Tile will be measured in linear meters along the center of each line, lateral, or riser from ends to center or from center to center of junctions and fittings. No measurement or payment will be made for excavation, for tree paint, for the replacement of unsuitable material, or disposal of surplus material, this work being considered a part of the Pay Item to which it pertains.

703.009 PAYMENT: Rubble Masonry for Tree Wells and Walls, and Porous Material for Tree Root Protection, measured for payment as specified above, will be paid for at the Contract Unit Price per Cubic Meter.
Clay drain Pipe or Drain Tile will be paid for by the linear meter.

Payment will be made under: Item No. 703. Rubble Masonry for Tree Wells and Walls Item No. 703. Porous Material for Tree Root Protection Item No. 703. Drain Pipe_ _(mm) Item No. 703. Drain Tile_ _Cmm)

per Cubic Meter per Cubic Meter per Linear Meter per Linear Meter

SECTION 705-TRANSPLANTING TREES

705.01 DESCRIPTION: This work shall consist of transplanting existing Trees at new locations as shown on the Plans and as directed by the Engineer.

705.02 MATERIALS: All materials shall meet the requirements of the following Specifications:

Plant Topsoil Fertilizer Mulch Stakes Staking Wire

893.01 891. 0 1 893.02 893.08 CSee Planting details)

926

705.05

Rubber Hose Tree Paint Water for Plant Growth

(See Planting details) 893.06 700.02

705.03 EQUIPMENT: All equipment necessary for the proper transplanting of the existing Trees, as detailed on the Plans and in conformance with the Specifications, shall be on the Project and in satisfactory condition before construction will be permitted to begin.

705.04 CONSTRUCTION: Transplanting operations shall be performed by skilled workers in accordance with best horticultural practices. Trunks and branches shall be protected from breaks or bruises. Any Tree in leaf shall be sprayed with an approved antidesiccant prior to any digging operations.
All Trees shall be pruned before transplanting as directed by the Engineer. Broken or badly bruised branches shall be removed with a clean cut. All cuts 25mm in diameter and greater shall be treated with an approved tree paint or wound dressing.
Trees shall be carefully dug so as to secure as many roots as possible. A tight firm ball shall be maintained during the moving operations. All Trees that are severely damaged or disfigured as determined by the Engineer as a result of the Contractor's operations, shall be replaced with Trees of approximately the same size, genus, species, variety and quality as the rejected Trees, at the Contractor's expense.
All trees and tree pits shall be excavated with the Vermeer-type tree spade or tree mover or equivalent approved mechanized means. The resulting excavated material shall be used to backfill the pits from which the existing Trees are removed. Trees to be transplanted shall be carefully placed in the new pits. Any voids existing between the outer surface of the ball and the inner surface of the pit shall be backfilled with clean, washed sand, tamped and thoroughly watered in with a root feeder or water needle. Plant topsoil shall be applied to the transplanted Tree in accordance with the details shown on the Plans and the pits shall be mulched with 75mm of mulching material.
All Trees shall be staked or anchored in accordance with planting details or as directed by the Engineer.
Mter the initial watering, the Contractor will be responsible for four additional waterings spaced at two week intervals. The first of these additional waterings shall have incorporated into it Grade 10-20-10 water soluble fertilizer, at the rate of 5.5 kg/400 L of water. Each of the additional waterings shall be made with a root feeder or watering needle and shall thoroughly saturate the pit. A guarantee period will not be required for the transplanting work.

705.05 MEASUREMENT: The quantity of transplanted Trees to be paid for under this Item will be the actual number transplanted.
Size shall be determined by tree caliper (diameter) measurement at a point 300 mm above natural ground surface. Where tree caliper exactly coincides with a breaking point of the Pay Item size intervals, that Tree shall be classed in the lower size interval.

927

705.06
705.06 PAYMENT: Transplanting Trees, measured as shown above, will be paid for at the Contract Unit Price, which payment shall be full compensation for all work and materials including plant topsoil, fertilizer, mulch, stakes, staking wire, rubber hose, tree paint, water and incidentals necessary to complete the Item.
Payment will be made under: Item No. 705. Transplanting Trees,_ _mm to_ _mm caliper....per Each

SECTION 706-TURF ESTABLISHMENT

706.01 DESCRIPTION: The Contractor shall provide a hardy ground cover of any permanent vegetative plant material at designated locations. The type of cover shall be approved by the Engineer.

706.02 BASIS OF ACCEPTANCE: Acceptance of a viable ground cover will be as specified in Sub-Section 700.08.

706.03 MEASUREMENT: No field measurements will be required; measurement for payment will be calculated from known dimensions on the following basis.

TYPE A: GRADING AND DRAINAGE PROJECTS: (Length of Project) minus (Length of Exceptions* and Bridges) X (Right of Way Width or width
specified by the Engineer) minus (Roadbed Width) = Square Meters 7 1O,000m2=Pay Quantity in Hectares.

TYPE B: BASE AND PAVING PROJECTS: (Length of Project) minus
(Length of Exceptions* and Bridges) X (Unpaved Shoulder Width ~lus 1.8
Meters for each side of the roadway) = Square Meters710,000 m = Pay
Quantity in Hectares.

TYPE C: COMPLETE PROJECT: (Length of Project) minus (Length of Exceptions* and Bridges) X (Right of Way Width or width specified by the Engineer) minus (Plan Paved Surface Width) = Square Meters710,000 m2 = Pay Quantity in Hectares.

*Exceptions meaning major road intersections and Plan exceptions; not side roads, drives, etc.

706.04 PAYMENT: Turf Establishment area calculated for payment as shown above will be paid for at the Contract Price per Hectare. Such payment shall be full compensation for all equipment, labor, seed, fertilizer, and any other materials necessary to complete the Item.

Payment will be made under: Item No. 706. Turf Establishment, Type_ _

per Hectare

928

708.03
SECTION 70B-PLANT TOPSOIL
708.01 DESCRIPTION: This work shall consist of furnishing and applying approved selected Plant Topsoil at the locations shown on the Plans or as directed by the Engineer and in reasonably close conformity with these Specifications.
708.02 MATERIALS AND SOURCES:
A. MATERIALS: Plant Topsoil shall meet the requirements of Sub-Section 893.01.
B. SOURCES OF MATERIAL:
1. PLANT TOPSOIL OBTAINED FROM THE WORK: For this Item the requirements of Sub-Section 104.06. "Right in and Use of Material Found on the Work" shall be in full force and effect. It will be the Contractor's responsibility to obtain the quantity of Plant Topsoil called for. When Plant Topsoil material is present on the Project, the Contractor shall obtain and use such material in the construction provided the material meets the Specifications applying to the Item. Excavation of the material shall only be made within the construction limits of the Project, and may be obtained from either excavation or embankment areas, or from borrow excavation pits. When Plant Topsoil is obtained from borrow excavation pits or the roadway, the excavated areas shall be re-cross-sectioned before regular excavation is begun. When sufficient material is obtained from The Work the Contractor shall furnish the additional quantity needed in accordance with SubSection 708.02.B.2.
2. PLANT TOPSOIL FURNISHED BY CONTRACTOR: When Plant Topsoil material is furnished by the Contractor, the Contract Price shall include all costs necessary to locate, purchase and deliver the required amount of acceptable material to The Work.
3. REQUIREMENTS OF SECTION 106, CONTROL OF MATERIALS: Except as modified herein, the provisions of Section 106 are applicable to the furnishing of all Plant Topsoil material.
708.03 CONSTRUCTION:
A. GENERAL REQUIREMENTS: Unless otherwise specified in the Plans, Plant Topsoil, when called for, shall be uniformly spread to a minimum loose depth of 50 mm and shall only be used on slopes, where the gradient is 3 to 1 or flatter. In order to reduce loss of Plant Topsoil by erosion, the soil shall be placed shortly before and in conjunction with grassing operations. Care should be taken to provide sufficient time to place the Soil and complete the grassing operations within the specified seasonal limitations. After placing the Plant Topsoil, any material lost by erosion shall be replaced at the Contractor's expense.
929

708.04
Before applying Plant Topsoil, the designated areas shall be scarified to a depth of 150 to 200 mm. The Soil shall then be spread and smoothed down to a uniform depth. Mixing of the Plant Topsoil with the underlying soil shall be done at the time of Soil Preparation for the grassing.
Lime, when required, and First Application Fertilizer shall be incorporated into the Soil during the mixing operations specified above.
For the purpose of measurement, the Contractor may haul Plant Topsoil in any type of vehicle, provided the loaded capacity of the vehicle, when traveling over public roads and streets, shall meet the provisions of Sub-Section 107.14 "Load Restrictions." When pan or scrapers are used, the capacity shall be the rated capacity established by the manufacturer.
B. PLANT TOPSOIL OBTAINED ON THE WORK: When Plant Topsoil is obtained from The Work it shall come from suitable areas lying within the construction limits of the Project or from borrow excavation pits. When obtained from such sources, the Contractor shall strip and stockpile the Topsoil in suitable locations in advance of grading operations. Just prior to planting operations, the Plant Topsoil shall be removed from the stockpile and spread over the designated areas. If grassing operations are begun before grading operations are completed, and it is feasible and expedient to do so, the Contractor may elect to haul the Plant Topsoil from undisturbed areas in advance of grading operations directly to the areas designated for the Soil, thereby eliminating the cost of stockpiling and removing stockpile. When the Contractor stockpiles more material than specified in the Contract, the surplus material, or any portion therof, may be used as additional Plant Topsoil material if so directed by the Engineer. After all construction of the Item has been completed, any remaining surplus material left in the stockpiles shall be used for maintenance of the Item, for filling washes that occur within a reasonable haul distance, or otherwise removed or dressed down as directed by the Engineer, all to be done without additional compensation.
C. Plant Topsoil Furnished by Contractor. When Plant Topsoil is obtained from pits outside the Right of Way, located and paid for by the Contractor, the Contractor may excavate the Soil and haul it directly to the designated areas just prior to the planting operations. The Contractor is hereby reminded that Sub-Section 893.01 Plant Topsoil specifies that the Engineer shall be notified of the sources of such material so that an inspection may be made. If the material is suitable, the Engineer will specify the permissible depth of excavation. When the permissible depth of excavation is exceeded, the material obtained from such areas will be rejected.
708.04 MEASUREMENT: Accepted Plant Topsoil as prescribed for this Item will be measured by the cubic meter of material delivered in vehicles to the designated areas specified for use of Plant Topsoil. Only vehicles loaded to full capacity will be measured for payment, and no payment will be made for any material delivered in partially filled vehicles.
930

710.02

Plant Topsoil will not be measured for payment where the Specification for the Item with which it is to be used specifically states that the cost of the Plant Topsoil shall be included in the price Bid per Unit for the Item.

708.05 PAYMENT: Plant Topsoil, eligible for payment, measured as specified above, will be paid for at the Contract Unit Price per cubic meter, which payment shall be full compensation for furnishing the material, for removing objectionable matter from the material, for all loading and unloading, stockpiling and removing from stockpile, all hauling, all spreading, all ground preparation, pulverizing, mixing, remixing and for all maintenance.

Payment will be made under: Item No. 708. Plant Topsoil..

per Cubic Meter

SECTION 7to-PERMANENT SOIL REINFORCING MAT

710.01 DESCRIPTION: This Work shall consist of furnishing and placing a permanent mat over previously prepared areas as called for on the Plans or as directed by the Engineer.

710.02 MATERIALS: All materials shall meet the requirements of the following:

A PREFORl\1ED MAT: The mat shall consist of a lofty web of mechanically or melt bonded polymer nettings, monofilaments or fibers which are entangled to form a strong and dimensionally stable matrix. Methods of bonding shall include polymer welding, thermal or polymer fusion, or the placement of fibers between two high strength, biaxially oriented nets bound securely together by parallel lock stitching with polyolefin, nylon or polyester threads. The mat shall possess strength and elongation properties to limit stretching and shall maintain its shape before, during and after installation, under dry or water saturated conditions. All components of the mat shall be stabilized against ultraviolet degradation and shall be inert to chemicals normally encountered in a natural soil environment. The mat shall also conform to the following physical properties:

PROPERTY

MINIMUM VALUE TEST METHOD

Thickness Weight

13 mm 325 g/m2

Roll Width Tensile Strength

965 mm

* ASTM D 5034

Length (50% Elongation)

2.5 N/mm

Length (Ultimate)

3.5 N/mm

Width (50% Elongation)

1 N/mm

Width (Ultimate)

2 N/mm

* Modified to use minimum 150 mm wide test specimens.

Ultraviolet Stability

80%

ASTM D 4355

1000 hours in an Atlas ARC Weatherometer (ASTM G 23, Type D) in

accordance with ASTM D 822.

931

710.03
Approved materials shall be listed in the Department's Qualified Products Manual.
B. STAKES OR STAPLES: Wood stakes shall be sound 25 mm x 75 mm stock sawn in a triangular shape. The stake shall be from 300 mm to 450 mm long depending on the compaction of the soil. Metal staples shall be 3 mm in diameter or greater, "U" shaped with legs a minimum of 200 mm in length and with a 50 mm crown.
C. FILTER FABRIC: Filter fabric, woven or non-woven, shall meet the requirements of Sub-Section 881.05, Plastic Filter Fabric.
710.03 CONSTRUCTION:
A. SITE PREPARATION: All areas to be protected with the mat shall be brought to final grade, plowed, limed, and fertilized in accordance with Section 700. The surface of the soil shall be smooth, firm, stable, and free of rocks, clods, roots, or other obstructions which would prevent the mat from lying in direct contact with the soil surface. Do not use the mat in areas where rock outcroppings occur or large rocks are numerous.
B. INSTALLATION OF MAT IN DITCHES: A transverse trench 150 mm wide by 225 mm deep shall be cut at the ends of the mat and at 7.5 m intervals along the ditch. Longitudinal anchor slots shall be cut 100 mm deep along each side of the mat along the full length of the ditch to bury the mat edges. Additional or deeper anchor slots may be specified by the Engineer iflarge volumes of water are anticipated. The center strip of matting shall be rolled out starting at the lower end of the ditch. Each adjacent strip of matting shall then be rolled out overlapping the preceding strip a minimum of 75 mm. The ends of each roll of mat shall be overlapped 1 m with the upslope mat on top. The mat shall be stretched to the bottom of the slot, folded back and staked through two layers of material. Each strip of matting shall be staked at 300 mm intervals in each anchor slot with one stake serving the overlapped edges of adjoining strips. The slot is then backfilled and compacted. The mat is then folded back over the slot and continued in the upstream direction (Closed Anchor Slot). The mat shall then be staked snugly in the longitudinal slots and at maximum intervals of 1.5 m along the ditch (Open Anchor Slot). The longitudinal anchor slots shall then be backfilled and dressed. The entire length and width of the mat shall be backfilled with loose soil to a maximum depth of 50 mm. Runs of matting which begin at the outlet of a pipe shall be underlaid with filter fabric for a distance of 3 m.
C. INSTALLATION OF MAT ON SLOPES: Installation of mat on slopes shall be the same as for ditches except as follows: No longitudinal anchor slots are required. The entire slopes shall be backfilled with loose soil to fill the voids in the mat.
D. GRASSING: The entire soil filled mat and disturbed soil area shall be grassed in accordance with Section 700.
932

712.03

710.04 ACCEPTANCE: Mats which meet the requirements of this Specification are listed in the Department's Qualified Products Manual.

710.05 MEASUREMENT: The quantity of Permanent Soil Reinforcing Mat to be paid for shall be the actual number of square meters, surface measure, completed and accepted. Overlaps and anchor slots will not be included in the measurement, but will be considered as incidental to the Work.

710.06 PAYMENT: This Work shall be paid for at the Contract Price per square meter for Permanent Soil Reinforcing Mat, complete in place and accepted. Such payment shall be full compensation for furnishing and installing the mat in accordance with this Specification, including any filter fabric, and for all required maintenance. Preparation of the area and grassing will be paid for in accordance with Section 700.

Payment will be made under: Item No. 710. Permanent Soil Reinforcing Mat

per Square Meter

SECTION 712-FIBERGLASS BLANKET
712.01 DESCRIPTION: This work shall consist of furnishing and placing fiberglass blankets over previously prepared and grassed areas as called for on the Plans or as directed by the Engineer.
712.02 MATERIALS: The Contractor shall submit materials certification in accordance with Sub-Section 106.05 that these materials conform with the following:
A. FIBERGLASS MAT: A machine produced mat consisting of a uniform layer of continuous, randomly-oriented glass fiber strands. The blanket shall be at least 1.2 m wide and weighing a minimum of 105 g/m2 when used on slopes and weighing a minimum of 215 g/m2 when used in waterways.
B. ANCHORING STAPLES: Cold drawn wire not smaller than 2 mm in diameter, formed into a "U" shape with legs of 150 mm in length and crown 25 mm in width.
C. ASPHALT: Asphalt for tying down the blanket shall be Asphalt Emulsion Grade RS-2 or SSlh, meeting the requirements of Section 822.
712.03 CONSTRUCTION:
A. PREPARATION: Prior to placing the fiberglass blanket, the grassing operations shall have been completed and the area left in a smooth, uniform condition, free from stones, lumps, roots or other material which would prevent the blanket from making snug contact with the underlying soil.
B. PLACING BLANKET: The fiberglass blanket shall be placed within 24 hours after the area has been planted and prior to any rain or watering. An anchor slot, 225 mm in depth, shall be dug across the upgrade end of the site. The initial 300 mm of blanket shall be placed in this anchor slot, the slot backfilled and solidly tamped. The blanket should then be unrolled

933

712.04

in the direction of water flow with the blanket in contact with the soil over the entire area.
Adjacent strips shall overlap at least 50 mm. Adjoining ends shall overlap at least 150 mm with the upstream section on top.

C. STAPLING: Staples shall be driven vertically into the ground, spaced approximately 1 m apart, on each side of the blanket, and one row in the center alternately spaced between each side staple. The edge staples shall be placed in the 50 mm overlap. At the end of each blanket, staples shall be placed in a row with spacing of approximately 300 mm.

D. STEEP SLOPES: The Engineer may specify additional staples or check slots in waterways where slopes are steep or large water volumes and/or velocities are anticipated.

E. ASPHALT: If the Contractor prefers, an asphalt emulsion may be applied to anchor the blanket instead of staples. The bituminous material shall be applied uniformly over the blanket at the approximate rate of 0.5 to 0.7 Llm2 for slopes and at the approximate rate of 1 to 1.4 L/m2 for waterways. After the emulsified asphalt has broken and becomes tacky, a light application of sand or pulverized soil shall be applied to the treated areas, if so directed by the Engineer, so as to prevent the treated area from adhering to any object that comes in contact with it. Care should be taken not to apply sand or soil in an amount that would be detrimental to the newly planted areas.

712.04 MAINTENANCE: The Contractor shall maintain all treated areas to the satisfaction of the Engineer until final acceptance.

712.05 MEASUREMENT: The quantity of Fiberglass Blanket to be paid for shall be the actual number of square meters, surface measure, completed and accepted. The 50 mm side laps and the Blanket in the anchor slot will not be included in the measurement, but will be considered as incidental to the Work. Treated slopes and treated waterways will be measured separately.

712.06 PAYMENT: This work will be paid for at the Contract Price per square meter for fiberglass blanket of the type specified, complete in place and accepted. Such payment shall be full compensation for furnishing and installing the Blanket in accordance with this Specification, and for all required maintenance. Preparation of the area and Grassing will be paid for in accordance with Section 700.

Payment will be made under: Item No. 712. Fiberglass Blanket, (Slopes) Item No. 712. Fiberglass Blanket, (Waterways)

per Square Meter per Square Meter

934

713.02
SECTION 713-0RGANIC MATERIAL FillER BLANKET
713.01 DESCRIPTION: This Work shall consist of furnishing and placing Straw, Excelsior.. Coconut Fiber or Wood Fiber Blankets over previously prepared and grassed areas as called for on the Plans or as directed by the Engineer.
713.02 MATERIALS: All materials shall meet the requirements of the following:
A. STRAW BLANKET: A machine produced blanket of clean, weed-free straw from agricultural crops with consistent thickness and the straw evenly distributed over the entire area ofthe blanket.
1. SLOPES: The top side of each blanket shall be covered with a photodegradable plastic mesh having a maximum mesh size of 11 mm x 11 mm which is sewn to the straw using biodegradable thread. The blanket shall be at least 1.2 m wide with a minimum thickness of 9 mm and a minimum dry weight of 270 g/m2.
2. WATERWAYS: The top and bottom sides of each blanket shall be covered with a photodegradable plastic mesh having a maximum mesh size of 11 mm x 11 mm which is sewn to the straw using biodegradable thread. The blanket's minimum width, thickness, and weight shall identically correspond to the dimensions as stated in Sub-Section 713.02.A.l.
B. EXCELSIOR BLANKET: A machine produced mat of curled wood excelsior of which 80 percent has 150 mm or longer fiber length, with consistent thickness and the fiber evenly distributed over the entire area of the blanket. The blanket shall be smolder resistant and shall be marked in a suitable manner to clearly show which side is the top.
1. SLOPES: The top side of each blanket shall be covered with a photodegradable plastic mesh having a maximum mesh size of 38 mm x 75 mm. The blanket shall be at least 1.2 mm wide with a minimum thickness of 6 mm and a minimum dry weight of 430 g/m2.
2. WATERWAYS: The top and bottom sides of each blanket shall be covered with a photodegradable plastic mesh having a maximum mesh size of 38 mm x 75 mm which is sewn to the Excelsior fiber using biodegradable thread or otherwise bonded to the approval of the Engineer. The blanket's minimum width, thickness, and weight shall identically correspond to the dimensions as stated in Sub-Section 713.02.B.l.
C. COCONUT FIBER BLANKET: A machine produced blanket of 100 percent coconut fiber with consistent thickness and fiber evenly distributed over the entire area of the blanket. Both sides of each blanket shall be covered with a photodegradable plastic mesh, having a maximum mesh size of 19 mm x 19 mm, that is sewn to the fiber using a breakdown resistant synthetic yarn. The blanket shall be at least 1.2 m wide with a
935

713.03
minimum thickness of 6 mm and a minimum dry weight of 270 g/m2. The blanket shall be used in waterways only.
D. WOOD FIBER BLANKET: A machine produced blanket manufactured to a consistent thickness using reprocessed wood fibers. The fibers shall not possess or contain any growth of germination inhibiting factors.
1. SLOPES: The top side of each blanket shall be covered with a photodegradable plastic mesh having a maximum mesh size of 16 x 19 mm securely bonded to the mat. The blanket shall be at least 1.2 m wide and have a minimum dry weight of 190 g/m2.
E. STITCH PATTERN: The stit ,1 pattern and row spacing for the straw, excelsior and coconut fiber blm,kets shall be a maximum of 50 mm.
F. ANCHORING STAPLES: Anchoring staples made from minimum 11 gauge wire, formed into a "V" shape with legs at least 150 mm in length and a crown 25 mm in width shall be used. Staples shall have sufficient rigidity for soil penetration without undue distortion.
G. ACCEPTANCE: Materials which have been approved and placed on the appropriate Qualified Products List may be used without further testing. Otherwise, materials shall be submitted for testing prior to use.
713.03 CONSTRUCTION:
A. PREPARATION: Prior to placing the blanket, the grassing operations shall have been completed and the area left in a smooth, uniform condition, free from stones, lumps, roots or other material which would prevent the blanket from making snug contact with the underlying soil.
B. PLACING BLANKET: The blanket shall be placed within twenty-four hours after the area has been planted and prior to any rain or watering.
1. ON SLOPES: The blanket shall be unrolled with the netting on top, if applicable, and the fibers in contact with the soil over the entire slope. When two or more blankets are required to cover an area, they shall be butted snugly together. Ends of the blanket shall overlap a minimum of 150 mm with the upgrade section on top.
2. IN WATERWAYS: In waterways, ditches, flumes, and channels the modified blanket with netting sewn on both sides, if applicable, shall be unrolled and placed in contact with the soil in the direction of the flow of water. There shall be no longitudinal seam of the blankets unless overlapped at least 150 mm and securely stapled. Ends of the blanket shall overlap a minimum of 150 mm with the upgrade section on top. 300 mm of the upslope end of the first row of blankets shall be placed in a 150 mm deep anchor slot stapled in the bottom, the slot backfilled and solidly tamped.
C. STAPLING: Staples shall be driven vertically into the ground to anchor the plastic mesh. Staples shall be spaced approximately 2 m apart on each side of the blanket, and one row in the center alternately spaced between
936

714.02

each side staple. Where blankets are laid side to side, the staples shall be placed with 112 of the staple anchoring mesh from each blanket. At the beginning of a blanket, staples shall be placed in a row with a spacing of approximately 300 mm.

D. STEEP SLOPES: The Engineer may specify additional staples or check slots in waterways where slopes are steep or large water volumes and/or velocities are anticipated.

713.04 MAINTENANCE: The Contractor shall maintain the blanket installation during the life of the Contract. Prior to acceptance of the Project, if any staples have become loosened or raised, or if the blanket becomes loose, torn, or undermined for any reason, the damaged areas shall be reshaped, regrassed, refertilized and the blanket satisfactorily repaired or replaced without additional compensation.

713.05 MEASUREMENT: Straw/Excelsior Blanket, Coconut Fiber Blanket, or Wood Fiber Blanket installed and accepted, will be measured for payment by the square meter. Laps and Blanket in the anchor slots will not be measured, but will be considered as incidental to the Work.

713.06 PAYMENT: The preliminary preparation of the areas on which the blanket is to be placed, including seeding or sodding, shall be paid for under the appropriate Contract Items.
Straw/Excelsior Blanket, Coconut Fiber Blanket or Wood Fiber Blanket measured for payment will be paid for at the Contract Unit Price per square meter, which shall be full compensation for the construction of the Item including all materials, equipment, tools, labor, and incidentals including maintenance.

Payment will be made under: Item No. 713. Straw Blanket (Slopes) Item No. 713. Excelsior Blanket (Slopes) Item No. 713. Straw Blanket (Waterways) Item No. 713. Excelsior Blanket (Waterways) Item No. 713. Coconut Fiber Blanket (Waterways) Item No. 713. Wood Fiber Blanket (Slopes)

per Square Meter per Square Meter per Square Meter per Square Meter per Square Meter per Square Meter

SECTION 714--JUTE MESH EROSION CONTROL
714.01 DESCRIPTION: This work shall consist of furnishing and placing Jute Mesh over previously prepared grassed areas as called for on the Plans or as directed by the Engineer.
714.02 MATERIALS: The Contractor shall submit materials certification in accordance with Sub-Section 106.05, that these materials conform with the following:
A. JUTE MAT: A mesh matting fabricated of jute yarn. The yarn shall be unbleached, undyed and ofloose twist.

937

714.03
The unit weight of the yarn shall be at least 488 g/m2, but not more than 814 g/m2. A 1.2 m width shall show between 76 and 80 warpings and a 900 mm length shall show between 39 and 43 weftings. The woven mesh shall be furnished in strips at least 1.1 m.
B. ANCHORING STAPLES: Cold drawn wire not smaller than 2 mm in diameter, formed into a "U" shape from a wire not less than 300 mm in length.
714.03 CONSTRUCTION:
A. PREPARATION: Prior to placing Jute Mesh, the grassing operations shall have been completed and the area left in a smooth, uniform condition, free from stones, lumps, roots or other material which would prevent the Mesh from snug contact with the underlying soil.
E. PLACING MESH: Immediately after grassing operations are complete in an area sufficiently large enough, the Jute Mesh shall be placed. In any areas where erosion has occurred after the required surface area and contour have been attained, necessary repairs shall be made prior to placing mesh. Placement of the mesh shall conform with the construction details shown on the Plans and these Specifications. Jute Mesh shall be rolled out in the direction of flow except for the downstream end section connecting to a drainage structure or paved ditch. Mesh connecting to a structure will be anchored in a trench 150 mm deep adjacent to the structure, then rolled up-stream and connected by use of a Junction Slot with the Mesh that has been rolled down-stream. Adjacent strips shall overlap at least 150 mm. Adjoining ends shall overlap at least 150 mm. For all overlaps, the upstream section shall be on top. A Type 2 Check Slot, as shown on the Plans, shall be used at the downstream end ofJute Mesh that does not connect to a structure. The Jute Mesh shall be applied without stretching. It shall lie evenly but loosely on the soil surface. In order to keep the area as smooth as possible, workers shall avoid, as much as possible, walking directly on the seedbed either before or after the Jute is applied. The up channel end of each installation shall be buried in a narrow trench 150 mm deep. After the Mesh is buried, the trench shall be backfilled and tamped firmly, and the Mesh secured with staples as shown on the Plans. In cases where one roll of Jute Mesh ends and a second roll begins, a Junction Slot as shown on the Plans shall be used to make the connection. Spacing between check and/or anchor slots shall not exceed 15 m on grades of3% or less. Spacing on grades over 3% shall not exceed 7.5 m.
C. STAPLING: Each strip of the matting shall be held firmly in place by means of staples, one row along each edge and one row along the middle. The staples shall be spaced not more than 1 m apart in each row, with the staples in the middle row spaced alternately with those at the edges. For strips wider than 1.5 m additional staples shall be placed, spaced not more
938

715.02

than 1 m apart and not more than 1 m between rows. At the ends of the covered area and at all overlapping joints, the staples shall be spaced not more than 0.5 m apart. All staples shall be driven flush with the ground and the Contractor shall assure that they remain flush.

D. ROLLING: After the Jute Mesh has been placed and stapled, it shall be firmly embedded in the soil surface by tamping or rolling with approved smooth rollers or tampers so that the mesh will be in contact with the ground surface. After the tamping or rolling has been completed, any Mesh which bridges over irregularities in the soil surface shall be secured with extra staples to provide good contact with the soil at all points.

714.04 MAINTENANCE: The Contractor shall maintain the installation of Jute Mesh during the life of the Contract. Prior to acceptance of the Project, if any staples have become loosened or raised, or if the mesh becomes loose, torn or undermined for any reason, the damaged areas shall be reshaped, regrassed, refertilized and the Jute Mesh satisfactorily repaired or replaced without additional compensation.

714.05 MEASUREMENT: Jute Mesh, complete in place and accepted, will be measured for payment by the square meter, surface measure. Laps will not be measured, but will be included in the overall area.

714.06 PAYMENT: The preliminary preparation ofthe areas on which Jute Mesh is to be placed, including seeding or sodding shall be paid for under the appropriate Contract Items.
Jute Mesh measured for payment will be paid for at the Contract Unit price per square meter, which shall be full compensation for the construction of the Item including all materials, equipment, tools, labor and incidentals including maintenance.

Payment will be made under: Item No. 714. Jute Mesh

per Square Meter

SECTION 7I5-BITUMINOUS TREATED ROVING
715.01 DESCRIPTION: This work shall consist offurnishing and placing a layer of Bituminous Treated Roving on planted slopes, ditches, waterways, and other areas as called for on the Plans or as directed by the Engineer.
715.02 MATERIALS: Glass fibers or fibrillated polypropylene yarn shall be wound onto cylindrical packages so that the roving can be continuously fed through an ejector driven by compressed air and expanded into a mat. The fibers or yarn shall be lightly bound together in a ribbon form, without the use of clay, starch, or other deleterious substances. The material shall not contain more than 0.75 percent ofsaponificable acids, no petroleum solvents, or other agents known to be toxic to plant life. The Contractor shall furnish the Department a certification from the manufacturer stating that the material meets the above.

939

715.03
A. GLASS FIBER MATERIAL: The glass fiber package shall weigh no less than 14 kg.
B. POLYPROPYLENE YARN MATERIAL: The polypropylene yarn package shall weigh not less than 8 kg. Nominal size of the roving shall be 1038 m/kg. The polypropylene shall contain a sufficient amount of UV inhibitors so as to retain 70 percent of its strength after 500 hours of exposure in an Atlas Twin Arc Weatherometer.
C. BITUMINOUS MATERIAL: Asphalt for tying down the fiber or yarn material shall be Asphalt Emulsion Grade SS-lh or CSS-1h, Section 822 or 824.
715.03 EQUIPMENT: An air compressor shall be used in conjunction with applying the glass fiber or polypropylene yarn. A compressor capable of supplying 1.1 m3 of air per minute at 550 kPa to 690 kPa pressure is required. Three kits may be run simultaneously from a 3.5 m3 compressor. A kit shall consist of: one air gun specifically designed for spraying glass fibers or polypropylene yarn, sufficient 9 mm rubber hose for application, and at least one bucket container. Equipment which cuts or breaks the roving will not be permitted. Equipment for applying the asphalt shall be capable of applying the material in a uniform spray at the rates specified.
715.04 CONSTRUCTION: Bituminous Treated Roving shall be applied within 24 hours after an area has been planted. The roving and bituminous material shall be applied uniformly over the planted areas at the following rates:
A. BITUMINOUS TREATED FIBERS:
1. ON SLOPES: ~read glass fiber on slopes at the approximate rate of 110 to 135 glm . Apply bituminous material at the approximate rate of 0.5 to 0.7 Um2.
2. IN WATERWAYS: In waterways, ditchs, flumes and channels, spread glass fiber at the approximate rate of215 to 270f/m2. Apply bituminous material at the approximate rate of 1 to 1.5 Um .
B. BITUMINOUS TREATED POLYPROPYLENE YARN:
1. ON SLOPES: Spread polypropylene yarn on slopes at the approximate rate of 55 to 80 glm2. Apply bituminous material at the approximate rate of 0.5 to 0.7 Um2
2. INWATERWAYS: In waterways, ditches, flumes and channel] spread polypropylene yarn at the approximate rate of 110 to 135 fm . Apply bituminous material at the approximate rate of 1 to 1.5 Um . After the emulsified asphalt has broken and become tacky, a light application of sand or pulverized soil shall be applied to the treated areas, if so directed by the Engineer, so as to prevent the treated area from adhering to any object that comes in contact with it. Care should be taken not to apply sand or soil in an amount that would be detrimental to the newly planted areas.
940

718.01

715.05 MAINTENANCE: The Contractor shall maintain all treated areas to the satisfaction of the Engineer until final acceptance.

715.06 MEASUREMENT: The quantity of Bituminous Treated Roving to be paid for shall be the actual number of square meters, surface' measure, completed and accepted. Treated slopes and treated waterways shall be measured separately.

715.07 PAYMENT: This work will be paid for at the Contract Price per square meter for Bituminous Treated Roving of the type specified, complete in place and accepted.

Payment will be made under:

Item No. 715. Bituminous Treated Roving (~)

per Square Meter

Item No. 715. Bituminous Treated Roving (Waterways) per Square Meter

SECTION 7I6-EROSION CONTROL MATS (BLANKETS)

716.01 DESCRIPTION: This Specification shall be used on all projects containing 3300 m2 or less of area designed for bituminous treated roving. The Work shall consist of furnishing and placing erosion control mats (blankets) of fiberglass, excelsior, jute mesh, bituminous treated roving, straw or coconut, as the Contractor may elect, over previously prepared grassed areas, as called for on Plans or as directed.

A. SLOPES: All of the materials, construction and measurement portions of Sections 712-Fiberglass Blanket, 713-0rganic Material Fiber Blanket, 714-Jute Mesh Erosion Control, or 715-Bituminous Treated Roving, shall apply to the type mat (blanket) selected, for use on slopes.

B. WATERWAYS: All of the materials, construction and measurement portions of Sections 712-Fiberglass Blanket, 713-0rganic Material Fiber Blanket, or 715-Bituminous Treated Roving shall apply to the type mat (blanket) selected for waterways.

716.02 PAYMENT: Erosion control mats (blankets), measured as specified in the applicable portions of Sections 712, 713, 714, or 715 will be paid for at the Contract Unit Price per square meter and will be full compensation for the construction of the mat (blanket) including all materials, equipment, tools, labor, and incidentals and for maintaining the mats (blankets) for the life of the Contract or until a stand of grass has been developed to the point where the area will no longer erode.

Payment will be made under: Item No. 716. Erosion Control Mats (Waterways) Item No. 716. Erosion Control Mats (Slopes)

per Square Meter per Square Meter

SECTOION 7I8-WOOD FIBER
718.01 DESCRIPTION: This work shall consist of furnishing and placing Wood Cellulose Fiber or Wood Pulp Fiber in hydroseeding operations on areas designated on the Plans or directed by the Engineer in accordance with these Specifications.

941

718.02
718.02 MATERIAL: Wood Fibers shall contain no germination or growthinhibiting factors and shall have the property to be evenly dispersed and suspended when agitated in water. They shall, after application, assume a contrasting color to the soil to facilitate visual metering to aid in applying the product over the area to be seeded. When they are sprayed uniformly on the surface of the soil, the fibers shall form an absorbent cover, allowing percolation of water to the underlaying soil. They shall be packaged in moisture resistant bags with the net weight of the packaged material plainly shown on each bag. Certification shall be in accordance with Sub-Section 106.05. On an equilibrium air dried basis the fiber shall contain a maximum of 15% water. The pH shall range between 4.5 and 8.5.
718.03 CONSTRUCTION: The materials shall be evenly applied in sufficient quantity to cover the ground thoroughly or as directed by the Engineer. They shall be applied with hydraulic equipment in the form of a homogenous water slurry, to which has been added the proper amounts and kind of seed and fertilizer as called for in Section 700, to obtain the minimum requirements. The slurry shall be agitated during application so as to keep the ingredients thoroughly mixed.
718.04 MEASUREMENT: Wood Fiber will not be measured for separate payment.
718.05 PAYMENT: This work will not be paid for separately, but shall be included in the payment for Grassing-Complete or for Additional Grassing whichever is applicable.
SECTION 725-WEED CONTROL
725.01 DESCRIPTION: This work consists of furnishing and applying a soil residual herbicide along shoulders, under base or paving, or other places to prevent the growth of grass and other vegetation which may be objectionable.
725.02 MATERIALS: Soil residual herbicide may be any of several brands, liquid or granular material containing Bromacil, Hexazinone or Prometone.
725.03 APPLICATION: Soil residual herbicide of the brand used shall be applied at a rate sufficient to provide the quantity of active chemical shown below unless otherwise noted on the Plans or directed by the Engineer.
Bromacil--6.5 kg/ha (active). Hexazinone-6.5 kg/ha (active). Prometone-22.5 kg/ha (active).
Care shall be exercised to prevent spillage on slopes or other grassed areas. Any vegetated areas that are damaged by the careless handling of residual herbicide shall be repaired at the Contractor's expense.
725.04 MEASUREMENT AND PAYMENT: Soil residual herbicide as described in this Specification in place and accepted will be measured and paid for by the square meter. When weed control is required but is not shown on the
942

755

Plans as a payment item, the cost thereof shall be included in the overall Contract Price submitted.

Payment when applicable, will be made under: Item No. 725. Weed Control..

per Square Meter

SECTION 75O-REST ROOM BUILDING

SECTION 751-WATER SUPPLY SYSTEM

SECTION 752-PNEUMATIC EJECTOR LIFT STATION

SECTION 753-WASTE WATER TREATMENT PLANT

SECTION 754-0UTDOOR FURNITURE
The Specifications for the Work covered under these Sections will be either Special Provisions in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 755-ELECTRICAL WORK
The Contractor performing electrical work must be on the Department's list of approved electrical contractors or electrical subcontractors. The Contractor shall have a qualified electrician on the job site at all times when electrical wiring is being pulled or electrical connections are being made. The term qualified electrician shall mean one who has a Class II license, issued by the Georgia State Construction Industry Licensing Board, or one who has completed an approved four year apprenticeship training program, and has been classified as a Journeyman Electrician. The qualified electrician shall bear evidence of classification and shall display this evidence to the Department's engineer in charge of the construction.
The above is applicable when any of the folowing sections are a part of the Contract:
529 Navigation Lighting 631 Permanent Changeable Message Signs 632 Variable Message Signs 637 Illuminated Sign System 647 Traffic Signal Installation 670 Water Distribution System 680 Highway Lighting 681 Lighting Standards and Luminaires 682 Electrical Wire, Cable, and Conduit 683 High Level Lighting Systems 690 Static Scale System 691 Weigh-in-Motion Scale System

943

756
750 Rest Room Building 751 Water Supply System 752 Pneumatic Ejector Lift Station 753 Waste Supply System 755 Electrical Work 757 Well Pumps 759 Water Storage Tanks 760 Welcome Station Building 761 Information Center Building 762 Truck Weighing Station Building 766 Irrigation System 768 Truck Weigh Station Control Signs 770 Truck Weigh Station Height Checking Device 772 Truck Weigh Station Length Estimating Device 774 Mobile Operations Office 776 Check Point Shelter 777 Truck Weigh Station Communication System 795 Vehicle Maintenance Building 796 Sewage Pumping Station 936 Traffic Lane Delineator Lighting System The provisions of this Specification do not apply to Fiber Optic Cable or connections.
SECTION 756-DRILLED WELLS
SECTION 757-WELL PUMPS
SECTION 758-TRAVEL TRAILER SANITARY DISPOSAL STATION
SECTION 759-WATER STORAGE TANKS
SECTION 76o-WELCOME STATION BUILDING
SECTION 761-INFORMATION CENTER BUILDING
SECTION 762-TRUCK WEIGHING STATION BUILDING
SECTION 765-FLAG POLE
SECTION 766-IRRIGATION SYSTEM
SECTION 768-TRUCK WEIGH STATION TRAFFIC CONTROL SIGNS
944

796
SECTION 77o-1RUCK WEIGH STATION HEIGHT CHECKING DEVICE
SECTION 772-TRUCK WEIGH STATION LENGTH ESTIMATING DEVICE
SECTION 774-MOBILE OPERATIONS OFFICE SECTION 776-CHECK POINT SHELTER SECTION 777-1RUCK WEIGH STATION COMMUNICATION SYSTEM SECTION 778-S0LAR APPLICATION
SECTION 791-WATER INTAKE STRUCTURE SECTION 792-DISPLAY AND INTERIOR FURNISHINGS
SECTION 795-VEHICLE MAINTENANCE BUILDING SECTION 796-SEWAGE PUMPING STATION
The Specifications for the Work covered under these Sections will be either Special Provisions in the proposal or will be included in the current Supplemental Specifications Book.
945

800.01
SECTION BOO-COARSE AGGREGATE
800.01 COARSE AGGREGATE: Coarse aggregate shall consist of gravel, air cooled blast furnace slag, crushed stone, or synthetic aggregate having hard, strong, durable pieces free of adherent coatings. The material shall meet the requirements herein and additionally meet the design requirements for the intended usage.
A. DETRIMENTAL SUBSTANCES: The amount of detrimental substances in coarse or fine aggregates shall not exceed the limits listed under the following items. Detrimental substances would include such constituents as shale, weathered or decomposed rock, or any other substances which might be considered detrimental for the use intended.
1. PORTLAND CEMENT CONCRETE:
a. MICA SCHIST-5 PERCENT: Mica Schist is qualitatively considered to be those materials defined in ASTM C 294 as phyllite or schist. To assist in the quantitative analysis of these materials, GDT 104 may be used.
b. MATERIALS PASSING THE 75]J.m SIEVE-1.5 percent.
c. FLAT OR ELONGATED PIECES (length greater than five times average thickness)-10 percent.
d. SULPHUR CONTENT COMPUTED AS SULFIDE SULPHURFOR BRIDGE TYPE STRUCTURES-0.01 percent. When the sulphur content exceeds 0.01 percent, the aggregate shall not be used unless it passes the weathering test equivalent to six months or more exposure and a petrographic analysis.
e. DELETERIOUS REACTION: Aggregate capable of producing a deleterious reaction when combined with Portland cement shall not be used in Portland cement concrete.
f. OTHER LOCAL DETRIMENTAL SUBSTANCES-2.0 percent.
2. ASHALTIC CONCRETE:
a. FLAT OR ELONGATED PARTICLES (length greater than five times average thickness)-lO percent.
b. GLASSY PARTICLES (slag)-30 percent.
c. OTHER LOCAL DETRIMENTAL SUBSTANCES-2.0 percent.
d. FRACTURED FACES (graveD-Crushed gravel shall consist of silicious particles of which a minimum of 85 percent, by count, of the material retained on the 4.75 mm sieve shall have one or more fractured faces, fractured for the approximate average diameter or thickness of the particle.
946

800.01
e. MICA SCHIST-10 percent. Mica Schist is qualitatively considered to be those materials defined in ASTM C 294 as phyllite or schist. To assist in the quantitative analysis of these materials, GDT 104, Soft Fragments, may be used. (This paragraph is for Interstate Construction only.)
3. SURFACE TREATMENT:
a. MATERIAL FINER THAN 75 ].lm SIEVE - #5's - 0.5 percent, #6's 0.7 percent, #7's - 0.7%, #89's - 1.0 percent.
b. FLAT OR ELONGATED PARTICLES (length greater than five times average thickness) - 10 percent.
c. GLASSY PARTICLES (slag) - 30 percent.
d. FRACTURED FACES (gravel) - Crushed gravel shall consist of silicious particles of which a minimum of 85 percent, by count, of the material retained on the 4.75 mm sieve shall have one or more fractured faces, fractured for the approximate average diameter or thickness of the particle.
e. MICA SCHIST - 10 percent. Mica Schist is qualitatively considered to be those materials defined in ASTM C 294 as phyllite or schist. To assist in the quantitative analysis of these materials, GDT 104, may be used.
f. OTHER LOCAL DETRIMENTAL SUBSTANCES-2 percent.
4. AGGREGATE CONTAINING CHRYSOTILE (Fibrous Serpentinite): Aggregates which contain Chrysotile, defined as fibrous serpentinite, shall not be used as a temporary or permanent unbound surfacing for roads, nor shall such aggregate be utilized as stabilizer for soil constructed as subgrade, base, or surface course.
B. SOUNDNESS: Except as provided for herein, the loss in weight of Coarse Aggregate for use in Portland cement concrete, bituminous surfaces, bituminous bases, aggregate bases, or surface treatment, when subjected to five alternations of the magnesium sulfate soundness test, shall not be mQre than 15 percent. For Class "CS" Concrete, the 15 percent soundness loss is waived with the five year service record. Aggregate having a loss greater than 15 percent may be used in zones 3 and 4, as defined in Sub-Section 424.05, under the following described conditions provided the material otherwise conforms to all governing requirements:
1. The aggregate may be used in the construction of bituminous courses and with the exception given in Sub-Section 800.01.E.1. in all types and classes of Portland cement concrete construction provided it has demonstrated a satisfactory service record of at least five years duration under a similar condition of service and exposure.
947

800.01

2. If there is a change in uniformity in the material at the source or if a five-year service record is not available, the aggregate may not be used in bituminous courses or in culverts, bridges or pavements until investigation has demonstrated that it equals or exceeds the quality of comparable approved aggregate as determined by the Engineer.

C. CLASSES: Aggregates are classified in accordance with the following physical properties which will govern its use in asphaltic concrete, bituminous surface treatment, and Portland cement concrete. Aggregates that exceed the abrasion requirement for a given class of material shall not be blended with other aggregates having lower abrasion values to produce a specification material.

Group I Aggregates Group II Aggregates

Percent Wear-AASHTO T 96 ("B" Grading)

Class A

Class B

0-40

41-55

0-50

51-60

Class B Aggregate for all other uses shall not exceed the following limits:

Group I Aggregates Group II Aggregates

Percent Wear-AASHTO T 96 ("B" Grading) Class B
41-55 51-65

D. TYPES:

1. CRUSHED STONE: Crushed stone shall consist of sound, durable particles of rock of the class and gradation specified.

2. GRAVEL: Gravel shall consist of sound, durable rock, free from injurious amounts of coatings of any kind, and shall be of the class and gradation specified.

3. CRUSHED SLAG: Crushed Slag shall consist of sound, durable particles of air-cooled blast-furnace slag, reasonably uniform in density and quality and shall be of the class and gradation specified. In addition to air-cooled blast-furnace slag, other slags having demonstrated a satisfactory service record may be used. Dry slag shall weigh not less than 1120 kg/m3 compacted and shall not contain more than 30 percent by weight of glassy particles. Slag will not be permitted as an Aggregate for Portland cement concrete.

4. SYNTHETIC AGGREGATE: Synthetic aggregate consists of expanded clay or shale or other manufactured product which is sound, durable and of the class and gradation specified.
E. GROUPS:

1. GROUP I: This aggregate shall be limestone, dolomite, marble, or combination thereof. When used in Portland cement concrete of any type or class, it shall meet the abrasion requirement for Class A stone.

948

TABLE SOO.01.H SIZES OF COARSE AGGREGATES

NOMINAL SIZE

SIZE

SQUARE

NO.

OPENINGS(l)

3

50 -25 mm

357

50 -4.75 mm

4

37.5 -19 mm

467

37.5 - 4.75 mm

5

25 -12.5 mm

''.."",.

56

25 - 9.5 mm

57

25 -4.75 mm

6

19-9.5mm

67

19 -4.75 mm

68

19 -2.36 mm

7

12.5 - 4.75 mm

78

12.5 - 2.36 mm

8

9.5 - 2.36 mm

89

9.5 -1.18 mm

9

4.75 - 1.18 mm

AMOUNTS FINER THAN EACH LABORATORY SIEVE (SQUARE OPENINGS), % BY WEIGHT

63

50

37.5

25

19

12.5 9.5

4.75 2.36 1.18 300 }lm

100 90-100 35-70 00-15

-

00-5

100 95-100 -

35-70

-

10-30

-

00-5

-

100 90-100 20-55 00-15

-

00-5

-

100 95-100 -

35-70 -

10-30 00-5

-

-

100 90-100 20-55 00-10 00-5

-

-

100 90-100 40-75 15-35 00-15 00-5

-

-

100 95-100 -

25-60

00-10 00-5

-

-

-

100 90-100 20-55 00-15 00-5

-

-

-

100 90-100 -

20-55 00-10 00-5

-

-

100 90-100 -

30-65 05-25 00-10 0-5

-

-

-

-

100 90-100 40-70 00-15 00-5

-

-

-

100 90-100 40-75 05-25 00-10 0-5

-

-

100 85-100 10-40 0-10 0-5

-

-

100 90-100 20-55 0-15 0-10 0-5

-

-

-

100 85-100 10-40 0-10 0-5

(1) In millimeters, except where otherwise indicated. Numbered sieves are those of the United States Standard Sieve Series.

o00
?o....

801.01

2. GROUP II: This aggregate shall be slag, gravel, granitic imd gneissic rocks, quartzite, synthetic aggregate, or combination thereof.

F. GRADING: Coarse aggregate shall be well graded between the limits specified and the size or sizes designated shall conform to the limits shown in Table 800.01.H.

G. TESTS: Methods of test shall be in accordance with the following:

Material Passing 75 pm Sieve Sulphur Content Weathering Test Petrographic Analysis Soundness (Magnesium Sulfate) Percent Wear Aggregate Gradation Reactivity Schist or Phyllite

AASHTO T 11 ASTM E 30, Leco method ASTM G 23 ASTM C 295 AASHTO T 104 AASHTO T 96 AASHTO T 27 ASTM C 227, C 289, & C 586 GDT-104

SECTION BOI-FINE AGGREGATE

801.01 FINE AGGREGATE FOR CUSHION: Fine aggregate for cushion under granite curb or brick shall consist of natural sand or manufactured sand having hard, strong, durable particles meeting the requirements of these specifications. Manufactured sand shall be made from crushed gravel or stone meeting the requirements of Sub-Section 800.01.

A. GRADING: Fine aggregate for cushion shall not contain more than 10 percent total of silt and clay and shall meet the following gradation requirements:

GRADATION OF FINE AGGREGATE FOR CUSHION

~

Percent by Weight

Passing 4.75 mm Sieve Passing 1.18 mm Sieve Passing 150 JIm Sieve

100 25-75 0-25

B. TESTS: Methods of tests shall be in accordance with the following:

Sieve Analysis

AASHTO T 27

801.02 FINE AGGREGATE FOR PORTLAND CEMENT CONCRETE OF ALL TYPES AND FOR MORTAR: Fine aggregate for concrete and mortar shall consist of natural sand, manufactured sand, or blends of natural and manufactured sands, having hard, clean, strong, durable, uncoated particles, meeting the requirements of these Specifications.
Manufactured sand shall be made from crushed stone or gravel, meeting the requirements of Sub-Section 800.01. Manufactured sand used in concrete for construction of Portland cement concrete pavement, approach slabs, and bridge decks, shall be made from Group II Aggregates as specified in SubSection 800.01.E.2.

950

801.02

Sand manufactured from synthetic aggregate meeting the requirements of Sub-Section 800.01, may be blended with natural sands or manufactured sands made from crushed stone or gravel for use in miscellaneous concrete as described in Section 441. This blend shall contain a minimum of 50% natural sands or manufactured sands made from crushed stone or gravel.

A. DELETERIOUS SUBSTANCES: The amount of deleterious substances shall not exceed the following limits:

Clay and Silt Balls Coal and Lignite Total Deleterious Substances in
any Combination*

Percent by Weight *0.5 maximum in total sample *0.5 maximum in total sample
2.0 maximum in total sample

Other deleterious substances would include such constituents as shale, weathered or decomposed rock, soft or friable particles, coated grains or any other substances which might be considered detrimental for the use intended.

*Provided the minus 1.18 mm portion is petrographically determined to be essentially free of deleterious substances; testing will be accomplished by petrographic analysis of the plus 1.18 mm portion with calculation based upon the weighted average for the total sample.

B. DURABILITY INDEX: The durability index of the material passing the 2.00 mm sieve shall not be less than 70 for concrete sand.

C. **ORGANIC IMPURITIES: All fine aggregate shall be free from injurious amounts of organic impurities. Aggregates subjected to the colorimetric test for organic impurities and producing a color darker than the Reference Standard Color Solution shall be subjected to the mortar strength test before acceptance. After being tested for the effect of organic impurities on strength of mortar, the fine aggregate may be used provided the relative strength of the mortar at 7 days is not less than 95 percent of the reference mortar.

**Applicable to Natural Sands Only

D. GRADING: Fine aggregates shall conform to the following gradation requirements:

GRADATION OF FINE AGGREGATES FOR
PORTLAND CEMENT CONCRETE AND MORTAR

Size No.
10 20

Description
Concrete Sand Mortar Sand

Total Percent Passing by Weight Each Sieve

9.5 mm 4.75 mm 1.18 mm 300 llm 150llm 75 llm

100 95-100 45-95 8-30

1-10 0-3*

100 100

90-100 15-50 0-15 0-5

*Material passing a 75 )lffi sieve will be allowed up to 4 percent maximum by weight for manufactured No. 10 concrete sand provided the material is mineralogically and petrographically classified as dust of fractured rock.

951

801.03

E. SAND EQUIVALENT: The sand equivalent value of the material passing the 2.00 mm sieve shall not be less than 70 for concrete sand.

F. DELETERIOUS REACTION: Fine aggregate capable of producing a deleterious reaction when combined with Portland cement shall not be used in Portland cement concrete.

G. METHOD OF TESTS: Methods of Tests shall be in accordance with the following:

Petrographic Analysis Amount of Material Passing a 75 llm Sieve Organic Impurities Mortar Making Properties Sieve Analysis Sand Equivalent Reactivity Durability Index

ASTM C 295 AASHTO T 11 AASHTO T 21 AASHTO T 71 AASHTO T 27 GDT-63 ASTM C 227 and C 289 GDT-75

801.03 FINE AGGREGATE FOR SAND CEMENT RIP RAP: Fine Aggregate for Sand Cement Rip Rap shall be composed of hard, durable particles, free from injurious amounts of organic impurities and shall contain, in the material passing the 2.00 mm sieve, not more than 7 percent clay, and not more than 20 percent passing the 75 llm sieve. The Engineer may permit up to 30 percent by weight of the material retained on the 4.75 mm sieve provided the aggregate is suitable for the purpose intended, all of the particles pass the 75 mm sieve, and the material passing the 2.00 mm sieve meets the requirements given above.

A. REACTION WITH PORTLAND CEMENT: Laboratory tests will be made to determine whether the material reacts favorably with Portland cement, and if it does not, it will be rejected even though it may meet the other requirements herein specified.

B. TESTS: Methods of tests shall be in accordance with the following:

Soil Gradation Portland Cement Reaction

GDT-4 GDT-5

SECTION 802-AGGREGATES FOR ASPHALTIC CONCRETE
802.01 FINE AGGREGATE FOR ASPHALTIC CONCRETE: Fine Aggregate for Asphaltic Concrete is defined as all aggregate passing a 2.36 mm sieve. It may consist of natural sand or it may be manufactured from Class A or B crushed stone, gravel, slag or synthetic aggregate meeting requirements of SubSection 800.01, or it may be a combination of natural and manufactured sands. If combined, natural and manufactured sand shall meet the requirements in SubSections 802.01.B and C after being combined. The fine aggregate shall be sharp, strong, angular material capable, when combined into the mixture of producing the required gradation, stability and density and be free of deleterious substances.

952

802.02
Natural sand shall be free from organic matter, roots and twigs. Fine aggregate produced from crushed Alluvial Gravel will not be allowed in the virgin aggregate portion ofany mixtures.
A. GROUPS: The fine aggregate shall be one of the following groups:
1. Group I. This aggregate shall be limestone, dolomite, marble or combination thereof.
2. Group II. This aggregate shall be gravel, slag, granitic and gneissic rocks, quartzite, or natural sand or a combination thereof.
B. SAND EQUIVALENT: The sand equivalent value of the fine aggregate shall be not less than 28 for Group I aggregates and not less than 40 for Group II aggregates. The sand equivalent value of the natural sand shall not be less than 25. However, if natural sands are blended or if natural sand is blended with stone screenings meeting the above sand equivalent limits, the natural sand may have a sand equivalent value as low as 20 so long as the blend is a minimum of 25.
C. MICA: Except as provided for herein, fine aggregate for use in asphaltic concrete surface mixes shall contain not more than 35 percent free mica. Upon approval by the Engineer, fine aggregate containing more than 35 percent mica may be used provided it is blended with natural sand or sand manufactured from Group II aggregates to produce a resultant mixture having not more than 35 percent free mica and conforming to all other requirements of this Section, Section 828 and Section 800 of these Specifications.
D. TESTS: Methods oftests shall be in accordance with the following: Aggregate Gradation-AASHTO T 27 Sand Equivalent-GDT-63 Mica Content-GDT-76 or ASTM C 295
802.02 COARSE AGGREGATE FOR ASPHALTIC CONCRETE: Coarse aggregate for Asphaltic Concrete is defined as all aggregate retained on a 2.36 mm Sieve. It shall be Class A or B crushed stone, gravel, slag or synthetic aggregate meeting the quality requirements of Sub-Section 800.01 and shall be of uniform quality throughout. The coarse aggregate shall be capable, when combined into the mixture of producing the required gradation, stability, density and be free of deleterious substances. Alluvial gravel will not be allowed in the virgin aggregate portion of any mixtures.
A. GROUPS: The coarse aggregates, except as provided for in Sub-Section 802.03, shall be one of the following groups as specified in the composition Table included in Sub-Section 828.07:
1. GROUP 1. This aggregate shall be limestone, dolomite, marble or a combination thereof.
2. GROUP II. This aggregate shall be gravel, slag, granite and gneissic rocks, quartzite, or a combination thereof.
953

802.03

802.03 AGGREGATE FOR ASPHALTIC CONCRETE BASE: Aggregate for Asphaltic Concrete "Base" may be a combination of fine and coarse aggregate which conforms to the respective requirements of Sub-Section 802.01 and 802.02, or it may be composed of any combination of class A or B crushed gravel, crushed stone, crushed slag, natural or manufactured sand, or other combinations that when combined into the mixture will be capable of meeting the gradation, stability, density and other specification requirements as set forth in Section 828.
The coarse aggregate, shall contain a maximum of 20% flat or elongated pieces (length greater than five times the average thickness).

802.04 AGGREGATE FOR ASPHALTIC CONCRETE "D": Shall conform to the respective requirements of Sub-Sections 802.01 and 802.02 and must be composed of Class "A" crushed stone. Alluvial gravel will not be allowed in Asphaltic Concrete "D" mix.

SECTION 803-STABILIZER AGGREGATE

803.01 TYPE I STABILIZER: Stabilizer Aggregate shall be class A or B Gravel, Crushed Stone or Crushed Slag and shall be of uniform quality throughout.

A. GRADATION: Type I Stabilizer Aggregate shall conform to the following gradation requirements:

SIZE Passing 37.5 mm Sieve Passing 25 mm Sieve Passing 2.36 mm Sieve

PERCENT BY WEIGHT 100
80-100 0-5

B. TESTS: Methods of tests shall be in accordance with the following:

Sieve Analysis

AASHTO T 27

803.02 TYPE II STABILIZER AGGREGATE: This material shall be Class A or B Crushed Gravel or Crusher Run Stone or Slag, well-graded from coarse to fine. Stabilizer aggregate shall not contain overburden consisting of soil or disintegrated rock. Stabilizer Aggregate shall meet the quality requirements of Sub-Section 800.01. In addition, the Sand Equivalent value of the material passing the 2.00 mm sieve shall be not less than 20.

A. GRADATION: Type II Stabilizer Aggregate shall conform to the following gradation requirements:

SIZE Passing 50 mm Sieve Passing 37.5 mm Sieve Passing 2.00 mm Sieve Passing 75 p.ffi Sieve

PERCENT BY WEIGHT 100
95-100 15-45 0-12

B. TESTS: Method oftests shall be in accordance with the following:

Sieve Analysis Sand Equivalent

AASHTO T 27 GDT-63

954

804.01

803.03 TYPE III STABILIZER AGGREGATE: This material shall be manufactured from Class "1':' or class "B" stone and be well-graded from coarse to fine.

A. GRADATION: Type III Stabilizer Aggregate shall also conform to the following grading requirements:

SIEVE SIZE 150mm 50mm 2.00 mm

% PASSING BY WEIGHT 100 25-75 15-35

B. TESTS: Methods of tests shall be in accordance with the following:

Sieve Analysis Percent Wear

AASHTO T 27 AASHTO T 96

803.04 TYPE IV STABILIZER SAND: This material shall consist of natural sand or it may be manufactured from Class "A" or Class "B" crushed stone, gravel, slag, or synthetic aggregate meeting the requirements of SubSection 800.01 or it may be a combination of natural and manufactured sands. Stabilizer sand shall conform to the gradation requirement shown below. In addition, the Sand Equivalent of the material passing the 2.00 mm sieve shall not be less than 35.
A. GRADATION:

SIEVE SIZE 2.00 mm
250 pm 75 pm

% PASSING BY WEIGHT

-

60-100

5-40

0-20

B. TESTS: Method of tests shall be in accordance with the following:

Sieve Analysis Sand Equivalent

AASHTO T 27 GDT-63

SECTION 804-ABRASIVES FOR BLAST CLEANING
804.01 MATERIALS: The abrasive used for blast cleaning shall be low dusting mineral abrasives which contain 10% by weight G-80 steel grit blended homogenously throughout the blasting abrasive. Abrasives shall contain no more than 100 ppm of any corrosive compound such as sulfate or chloride or any EPA characteristic compound such as lead, chromium or arsenic which can be detected by the EPA Toxicity Characteristic Leaching Procedure (TCLP). The mineral abrasive used to blend with steel grit shall conform to the gradation shown for the size specified below (Size A fits coal and copper slag, and Size B fits staurolite abrasive.)

955

804.02

FRACTIONAL PERCENT BY WEIGHT RETAINED ON EACH SIEVE SIEVE SIZE

SIZE
A B

1.18 mm 850 pm

0-10 5-35

0-2

0-2

600 pm
25-50 0-2

425 pm
20-45 0-5

300 pm
5-35 5-25

250 pm
0-10 5-25

150 pm 30-60

PAN
0-10 0-20

804.02 PACKAGING: Abrasives for blasting shall be furnished in moisture proof and mildew resistant bags. The size designation, requisition number and purchase order number shall be plainly shown on the bags or on tags firmly affixed to each bag.

804.03 SAMPLES AND TESTS: Representative samples will be taken after the material is received by the Department. Method of tests shall be in accordance with the following:

Aggregate Gradation Toxicity Characteristic Leaching Procedure

GDT-3 EPA SWD 846-1311

SECTION 805 RIP RAP AND CURBING STONE

805.01 RIP RAP: All stone for rip rap shall consist of sound durable pieces of rock meeting the following aggregate quality requirements:

AGGREGATE QUALITY: Abrasion Loss "B" Grading Soundness Loss Flat and Slabby Pieces (length five times greater than the average thickness) Weathered and/or Decomposed Pieces and Shale

65% Maximum 15% Maximum 5% Maximum
5% Maximum

In, addition, stone for Stone Dumped Rip Rap and Stone For Plain Rip Rap shall meet the following gradation requirements:

A. STONE DUMPED RIP RAP

Gradation Type 1: For Severe Drainage Conditions or Moderate Wave Action:

Size By VOJume

0.12 0.05

mm~

0.02 m

Approx. Weight 320 kg
135 kg 55 kg

Percent Smaller Than 100%
50% - 90% 20% - 65%

Zero (0) to fifteen (15) percent of the Rip Rap shall pass a 100 mm square opening sieve.

956

806.03

Type 3: For General Use Normal Drainage Conditions:

Size By VoJume

0.03 m 0.003 m

3

Approx. Weight 75 kg 7 kg

Percent Smaller Than 100%
10% - 65%

Zero (0) to fifteen (15) percent of the Rip Rap shall pass a 50 mm opening sieve.

B. STONE FOR PLAIN RIP RAP: Stone for plain rip rap shall be clean and essentially free of rock dust and fines. The material shall be processed such that the largest pieces have a volume of not more than 0.06 m3 and not more than 10% of the total weight of rip rap shall consist of spalls passing a 125 mm sieve.

C. TESTS: Methods of tests shall be in accordance with the following:

Percent Wear Petrographic Analysis Rip Rap Size Soundness (Magnesium Sulfate)

AASHTO T 96 ASTM C 295 GDT-64 AASHTO T 104

SECTION B06-AGGREGATE FOR DRAINAGE

806.01 COARSE AGGREGATE FOR UNDERDRAIN: This material shall be composed of aggregate meeting the requirements of Class "A" or "B" Coarse Aggregate with the gradation meeting the requirements for Size No. 89, Table 800.01.H.

A. TEST: Method ofTest shall be in accordance with the following:

Sieve Analysis

AASHTO T 27

806.02 CRUSHED STONE DRAINAGE MATERIAL: This material shall be composed of aggregate meeting the requirements of Class "A" or "B" Coarse aggregate meeting the following gradation requirements:

SIZE

PERCENT BY WEIGHT

Passing 50 mm Sieve Passing 37.5 mm Sieve Passing 2.00 mm Sieve Passing 150 pm Sieve

100 95-100 10-35
0-10

A. TEST: Method ofTest shall be in accordance with the following:

Sieve Analysis

AASHTO T 27

806.03 DRAINAGE BLANKET: This material shall be composed of aggregate meeting the requirements of class "A" or "B" Coarse Aggregate meeting the following gradation requirements:

SIZE
Passing 2.00 mm Sieve Passing 425 J.lm Sieve Passing 250 J.lm Sieve Passing 75 J.lm Sieve Percent Clay

PERCENT,BY WEIGHT
75-100 25-50 0-25
0-8 0-5

957

810.01

A. TESTS: Method of Tests shall be in accordance with the following:

Sieve Analysis

AASHTO: T 27 & T 11

SECTION 8IG-ROADWAY MATERIALS
810.01 ROADWAY MATERIALS: Materials for roadway construction shall not contain any logs, stumps, sod, weeds, or other perishable matter. They are divided into six major classes, and Classes I, II and III are further subdivided and are identified by description and physical property requirements as specified in Table 810-1. Classes IV, V and VI are identified by descriptive requirements.
A. CLASSES:
~I
IA1 and IA2-These classes consist of medium to well graded sands and clayey sands.
lA3-This class consists of fine grained sands, silty sands and clayey sands that are usually less dense but exhibit excellent bearing capacity.
~Il
IlB1, IlB2, and IIB3-These classes include medium to well graded sandy clays and sandy silts and clays with some mica. These soils generally have low volume change properties and good densities and should serve well as subgrade material.
IIB4-The soils in this class are similar in description to the first three sub-groups but generally contain more mica and are more sensitive to moisture. The bearing value of these soils is slightly less predictable and they mayor may not be satisfactory for subgrade material. Analysis of file data, laboratory testing and/or field evaluations are suggested for this class of soil when it is being considered as subgrade materials.
~lll
IIlC1, IlIC2, IIlC3 and IlIC4-These soil classes are comprised of medium to fine-graded micaceous sandy silts, micaceous clayey silts, chert clays and shaly clays. Undesirable characteristics of these soils are high volume change properties and/or low densities. The bearing values of these materials are generally unpredictable. Laboratory testing where possible to evaluate these soils is recommended. One exception to this, however, is in District Six where chert clay soils are prevalent. Chert clay soils CIIIC4) having less than 55 percent passing the 2.00 mm sieve, may be considered suitable for subgrade materials. These soils are found generally in the northwest corner of the state in the counties of Dade, Walker, Catoosa, Whitfield, Murray, Chattooga, Gordon and Floyd.
Class IV. This class consists of highly organic soils or peat, muck and other unsatisfactory soils generally found in marshy or swampy areas.
Class V. This class consists of shaly materials which are not only finely laminated but have detrimental weathering properties and tend to disintegrate.
Class VI. This class consists of rock or boulders which cannot be

958

811.01
readily incorporated into the embankment by layer construction and which contain insufficient material to fill the interstices when they are placed.

TABLE 810-1 PHYSICAL PROPERTIES (Material Passing 2.00 mm Sieve)

250 IJm

75IJm

SIEVE

SIEVE

CLASS SUB-CLASS % PASSING % PASSING

A1

15-65

0-25

A2

15-85

0-35

A3

15-100

0-25

B1

0-30

B2

0-45

II

B3

0-60

B4

0-75

C1

0-75

C2

III

C3

C4*

CLAY %
0-12 0-16 0-12 0-20 0-30 0-50

VOLUME CHANGE
%
0-10 0-12 0-18 0-10 0-15 0-20 0-25 0-30 0-35 0-60

MAXIMUM DRY
DENSITY kg/m 3
1840+ 1600+ 1570+ 1920+ 1760+ 1680+ 1440+ 1440+ 1280+ 1280+ 1280-

*Chert clay soils in District 6 having less than 55% passing the 2.00 rom sieve may be considered suitable for subgrade material.

B. TESTS: Methods of tests shall be in accordance with the following:

Soil Gradation Volume Change Maximum Density

GDT-4 GDT-6 GDT-7 or GDT-67

SECTION 811 ROCK EMBANKMENT
811.01 ROCK EMBANKMENT MATERIAL: The material shall be of unweathered quarry run stone sizes, but fragments larger than 1.2 m in any dimension shall be broken up. All other quarry stone sizes, including rock fines, shall be included in the embankment, except that the rock fines will be limited to a maximum of 25 percent passing a 50 mm sieve and to 10 percent passing a 4.75 mm sieve. The rock shall contain not more than 5 percent shaly or flaky particles. The rock shall meet the abrasion requirements for a Class A or B coarse aggregate, shall not have more than a 15% loss in the magnesium sulfate soundness test, and shall be approved by a petrographic rock analysis.

959

812.01

TESTS: Methods of tests shall be in accordance with the following:

Abrasion

AASHTO T 96

Soundness (Magnesium Sulfate)

AASHTO T 104

Petrographic Analysis

ASTM C 295

SECTION 812

BACKFILL MATERIALS

812.01 FOUNDATION BACKFILL, TYPE I: Type I Backfill Material shall be composed of natural or artificial mixtures of materials consisting of hard, durable particles of sand or stone, together with silt, clay and/or humus material. The final blend of material shall meet the requirements of Class I or II Soils in accordance with Sub-Section 810.0l.
812.02 FOUNDATION BACKFILL, TYPE II: Type II Backfill Material shall be crushed stone, well-graded from coarse to fine, other aggregate, or an approved sand-gravel mixture. No overburden or decomposed and/or disintegrated rock will be allowed. All aggregate shall be manufactured from Class A or B Coarse Aggregate.
A. GRADATION: The material shall meet the following gradation requirements:

SIZE

PERCENT BY WEIGHT

Passing 37.5 mm Sieve Passing 25 mm Sieve Passing 2.36 mm Sieve

100 80-100
0-5

B. TESTS: Method of Test shall be in accordance with the following:

Sieve Analysis

AASHTO T 27

812.03 IMPERFECT TRENCH BACKFILL, TYPE III: Type III Backfill Material shall be a natural soil having a density of not more than 1520 kg/m3 when tested in accordance with GDT-7, or shall be an artificial mixture of soil and organic material, such as hay, leaves, or straw. The mixture, including percentages of each material, shall be as approved by the Laboratory.

SECTION 813-POND SAND
813.01 POND SAND: Pond sand shall consist exclusively of granular crushed stone fines that are relatively free of silt balls and shall conform to the following requirements:

A. PHYSICAL PROPERTIES:

SIEVE 100mm 37.5mm
75 J.lm

GRADATION

% PASSING 100
90-100 0-35

960

Maximum Dry Density Volume Change
B. METHODS OF TESTS:
Gradation Maximum Dry Density Volume Change

814.01 1440 kg/m3 (minimum) 0-25 percent
GDT-4 GDT-7 or 67 GDT-6

SECTION 814-S0IL BASE MATERIALS
814.01 TOPSOIL OR SAND-CLAY: This material shall be composed of natural or artificial mixtures of clay or soil binder with sand or other aggregate proportioned to meet the requirements here specified. The mixture shall be free from injurious substances and shall be obtained from sources approved by the Engineer.
RETAINED ON 2.00 mm SIEVE: The aggregate retained on 2.00 mm sieve (coarse aggregate) shall be composed of hard, durable particles.
SAND AND BINDER: The sand shall be hard, sharp, and durable particles, preferably siliceous. The binder shall consist of a good quality of clay.
OVERSIZE: Particles having diameters greater than 50 mm shall be removed, before the topsoil or sand clay is deposited upon the road. Removal may be accomplished by screening, by the use of grizzlies, or, when the percentage of oversize pieces is very small, they may be removed by hand. The Contractor may crush the oversize.
TOPSOIL: Topsoil shall consist of a natural material, suitable for the purpose intended, generally pebbly in character, that occurs in surface deposits oflimited depth and, in general, on elevated areas.
NATURAL SAND CLAY: Natural sand clay shall be a natural material, suitable for the purpose intended, consisting largely of a mixture of sand and clay in proper proportions, occurring in deposits of considerable depth.
ARTIFICIAL SAND CLAY: Artificial sand clay shall consist of an artificial mixture, suitable for the purpose intended, composed largely of sand and clay, and made by mixing clay or soil binder and sand or aggregate, so as to produce the proper proportions in the combination after mixing.
A. PHYSICAL PROPERTIES: Topsoil and sand clay shall have 100 percent by weight passing the 50 mm sieve and 80-100 percent by weight passing the 37.5 mm sieve. The fraction passing the 425 ).lm sieve shall have a Liquid Limit (L.L.) of not more than 25 and a Plasticity Index (P.I.) of not more than 9. The fraction passing the 2.00 mm sieve shall meet the following requirements:

961

814.02

GRADATION OF MATERIAL PASSING THE NO. 10 SIEVE

Size Passing 2.00 mm Sieve Passing 250 }.lm Sieve Passing 75 }.lm Sieve Clay Volume Change, Percent, Maximum Maximum Density, kilograms per cubic meter

Percent by Weight

Class A Class B

100

100

15-60

15-85

9-30

9-35

9-15

9-25

12

12

1760+

1760+

B. TESTS: Methods oftests shall be in accordance with the following:

Soil Gradation Volume Change Maximum Density Liquid Limit Plastic Limit and Plasticity Index

GDT-4 GDT-6 GDT-7 or GDT-67 AASHTO T 89 AASHTO T 90

814.02 SOIL CEMENT MATERIAL: Material for soil-cement base shall consist of selected soil which meets the requirements of Sub-Section 810.01 for Class lA1, IA2, IA3 or IIB1 with the following modifications:

Clay Content Volume Change Liquid Limit Plasticity Index Maximum Dry Density

25% maximum 18% maximum 25% maximum 10% maximum 1520 kg/m3 minimum

The soil shall be friable and not contain any objectionable amounts of heavy or plastic clay lumps, organic material, roots, or other substances which would interfere with the setting of the Portland cement, plant production or finished surface of the base. The soil shall also be a material which will produce a minimum laboratory unconfined compressive strength of 2.5 MPa after seven days of moist curing when mixed with a maximum of 8 percent Type I Portland cement and tested in accordance with GDT-65.
A soil-cement design analysis and job mix formula will be required for each project where soil cement base or subbase is specified. Fly ash meeting the requirements of Sub-Section 831.03 may be used as a filler material for poorly reacting soils when it is determined that the blend of soil and fly ash meets the design requirements stipulated above.

814.03 SAND FOR BITUMINOUS STABILIZATION: The sand for bituminous stabilization shall be approved in advance by the Laboratory and shall be composed of hard, durable particles free from organic impurities, roots, trash, etc., which would preclude bonding of the bituminous material to the individual particles.

A. GRADATION: The material shall also meet the following gradation:

962

814.04

GRADATION OF SAND-BITUMINOUS MATERIAL

SIZE.
Passing 25 mm sieve Passing 2.00 mm sieve Passing 75 ].lm sieve Clay

PERCENT BY WEIGHT 100
80-100 0-25 0-16

B. TESTS: Methods of tests shall be in accordance with the following:

Soil Gradation

GDT-4

814.04 CHERT: The material for this type shall be composed of natural mixtures of binder and chert rock proportioned to meet the requirements herein specified. The aggregate retained on the 2.00 mm sieve (Coarse Aggregate) shall be composed of hard, durable chert rock meeting requirements for Class A or B coarse aggregate. The maximum size allowable aggregate in the final mix shall be limited only by the maximum size that can be properly placed, compacted, and finished.
The portion of this material passing the 2.00 mm sieve shall consist of sand and clay or other satisfactory, bonding material. When chert is used as a base material, all oversize material encountered in quarrying shall be removed or broken down to meet the Specification requirements. In all cases, the end product shall be stockpiled in such a manner that the material will be blended in stockpiling before any of it is loaded for delivery to the job. The stockpile shall be large enough to ensure a uniform blend of the workable strata in the pit. The minimum volume of the stockpile will be determined by the Engineer. The Engineer will also be the sole authority as to the quality and workability of the various strata occurring in the pit. The minimum volume of the stockpile shall be maintained until the suitable material in the pit has all been stockpiled or until the material remaining in the stockpile is enough to complete the operation, as governed by haul limitations. The equipment used to load the material for delivery to the job shall be of a kind that will ensure additional mixing while the material is being loaded. The material shall also meet the following requirements:

SIZE Passing 37.5 mm Sieve Passing 2.00 mm Sieve

PERCENT BY WEIGHT 80-100 30-60

Material Passing 2.00 mm Sieve

Passing 2.00 mm Sieve Passing 250 ].lm Sieve Passing 75 ].lm Sieve (silt less clay) Clay

100 20-85 5-25 15-50

The fraction passing the 425 ].lm sieve shall have a Liquid Limit (L.L.) not greater than 35 and a Plasticity Index (P.I.) not greater than 10.

963

815.01

TESTS: Methods of tests shall be in accordance with the following:

Soil Gradation Liquid Limit Plastic Limit and Plastic Index

GDT-4 AASHTO T 89 AASHTO T 90

SECTION SI5-GRADED AGGREGATE

815.01 GRADED AGGREGATE: The Graded Aggregate Base, subbase or shoulder course material shall be of uniform quality throughout. The material retained on the 2.00 mm sieve shall be composed of Class "A" or "B" aggregate meeting the requirements of Sub-Section 800.01. Mixtures which are to be stabilized shall react satisfactorily when mixed with Portland Cement. The percentage of Portland Cement to be used will be specified by the Engineer.
The graded aggregate may be produced from an approved source or deposit which will yield a satisfactory mixture conforming to all requirements of these Specifications after it has been crushed or processed as a part of the mining operations, or the material may be furnished in two sizes of such gradation that when combined in the central mix plant the resultant mixture shall conform to the required Specifications. In addition, the material passing the 2.00 mm sieve shall be relatively free of detrimental substances such as soil overburden, decomposed rock and/or swelling silts.
Graded aggregate base, subbase or shoulder material shall conform to the following:

GRADATION REQUIREMENTS

Group I Aggregates

SIZE
50 mm Sieve 37.5 mm Sieve 19.0 mm Sieve 2.00 mm Sieve 250 ).lm Sieve 75).lm Sieve

PERCENT BY WEIGHT
100 97-100 60-95 25-50 (Note 1) 10-35
7-15

Group II Aggregates

SIZE 50 mm Sieve 37.5 mm Sieve 19.0 mm Sieve 2.00 mm Sieve 250 ).lm Sieve 75 ).lm Sieve

PERCENT BY WEIGHT 100
97-100 60-90 25-45 5-30 0-15

NOTE 1: For Group I Aggregates having less than 37% passing the 2.00 mm sieve, a minimum of 9 percent passing the 75 ).lm sieve will be required.

NOTE 2: Graded aggregate which is to be stabilized with Portland Cement shall have from 30-50 percent passing the 2.00 mm sieve. All other

964

815.02

requirements remain the same.

NOTE 3: The sand equivalent of the material passing the 2.00 mm sieve shall be not less than 20 for Group I Aggregates and not less than 28 for Group II Aggregates.

Method of tests shall be in accordance with the following:

Gradation Sand Equivalent

AASHTO T 27 GDT-63

815.02 UNCONSOLIDATED LIMEROCK BASE:
The limerock base, subbase or shoulder course material shall be of uniform quality throughout. In order to ensure uniformity in quality, approved sources may be restricted to specific mining areas and/or mining processes at a specific mining site.
The limerock base shall be produced from an approved source or deposit which will yield a satisfactory mixture conforming to all requirements of these Specifications after it has been crushed or processed as a part of the mining operations, or the material may be furnished in two sizes of such gradation that when combined in the central mix plant the resultant mixture shall conform to the required specifications.
Limerock base, subbase, or shoulder material shall conform to the following:
A. LIMEROCK BEARING RATIO REQUIREMENTS: Limerock base shall have an LBR value of not less than 100.
B. GRADATION AND SIZE REQUIREMENTS: Limerock base shall have at least 97 percent (by weight) of the material passing a 90 mm sieve and the material shall be graded uniformly down to dust. The fine portion passing the 2.00 mm sieve shall consist entirely of dust of fracture. All crushing or breaking up which might be necessary in order to meet such size requirements shall be done before the material is placed on the road. In addition, to minimize the number of LBR tests required by the producer and the Department, a grading range may be established on an individual source basis. This grading requirement on material being shipped to Department projects will not be used for acceptance or rejection of the material but as a guide to establish testing frequencies for other acceptance tests, and to verify consistency of the product.

C. DELETERIOUS SUBSTANCES: Limerock base shall not contain chert or other extremely hard pieces that will be retained on the 50 mm sieve when they are considered deleterious to the clipping and finishing of the base material when placed on the roadway. Limerock base shall not contain clay, sand, organics, or any other materials in sufficient quantity as to be considered detrimental to the proper bonding, finishing, or strength of the limerock base. In addition, the material passing the 425 11m sieve shall be non-plastic.

D. The minimum percentage of carbonates of calcium and magnesium in

965

815.03

limerock base shall be 90 percent.

Method of Tests shall be in accordance with the following:

Gradation Limerock Bearing Ratio
Petrographic Analysis Total Carbonates (insoluble residue)

AASHTO T 27 Fla. D.O.T. Method FM 5-515 ASTMC 295 ASTMD3042

815.03 CRUSHED CONCRETE BASE: Sources of crushed concrete materials must be approved by the Office of Materials and Research. The criteria for approval shall be as outlined in Standard Operating Procedure No. 1 "Monitoring the Quality of Coarse and Fine Aggregates" except that the raw material will be recyclable concrete as specified herein rather than a geological deposit ofaggregate.
The crushed concrete for use as base, subbase or shoulder course, shall be derived exclusively from Portland cement concrete pavement or structural concrete and shall not contain any delivery unit washout material. With the exception that the aggregate will be recycled concrete, the finished product shall conform to the quality and gradation requirements of Sub-Section 815.01 for Group II Aggregates. The finished product shall also be free of foreign materials such as asphaltic concrete, steel reinforcement, clay balls, soils, epoxy expansion material and miscellaneous paving materials.

SECTION 816-S0IL AGGREGATE BASES

816.01 SOIL AGGREGATE: The soil aggregate base, subbase, or shoulder base course material shall be of uniform quality. The material retained on the 2.00 mm sieve shall meet the requirements of Sub-Section 815.01. Group I Graded Aggregate Base conforming to Sub-Section 815.01 may be substituted for Soil Aggregate Base.

A. PHYSICAL PROPERTIES: Soil aggregate base, subbase, or shoulder material shall conform to the following:

GRADATION OF SOIL AGGREGATE

.sIZE
Passing a 50 mm Sieve Passing a 37.5 mm Sieve Passing a 19.0 mm Sieve Passing 2.00 mm Sieve

PERCENT BY WEIGHT
100 95-100 60-97 25-55

Material Passing 2.00 mm Sieve

Passing 2.00 mm Sieve Passing 250 JIm Sieve Passing 75 JIm Sieve (silt less clay) Clay (eight minutes suspension on
Elutriation test)

100 15-85 3-25
10-25

966

820.01

In addition, the material passing the 2.00 mm sieve shall have a total volume change of not more than 15. The fraction passing the 425 J.1m sieve shall have a Liquid Limit (L.LJ of not more than 25 and a Plasticity Index (P.I.) of not more than 9.

B. TESTS: Methods oftests shall be in accordance with the following:

Gradation Volume Change Liquid Limit Plastic Limit and Plasticity Index

GDT-4 and 13 GDT-6 AASHTO T 89 AASHTO T 90

816.02 SOIL MORTAR FOR SOIL AGGREGATE BASE:

A. SOIL MORTAR: Soil mortar for soil aggregate bases shall be friable materials meeting the following requirements:

Percent Passing 75 J.1m Sieve Volume Change Maximum Dry Density

0-65 0-15 1520 kg/m3+

B. TESTS: Methods of tests shall be in accordance with the following:

Gradation Volume Change Maximum Dry Density

GDT-4 GDT-6 GDT-7

SECTION 8I7-8HOULDER MATERIAL
817.01 SELECT SHOULDER MATERIAL: Unless otherwise shown on the Plans or in the Special Provisions, Select Shoulder Material shall conform to the requirements given in Sub-Section 810.01 for Class I soil.

SECTION 8IB-CRUSHED AGGREGATE SUBBASE
The Specifications for the Work covered under this Section will be either a Special Provision in the Proposal or will be included in the current Supplemental Specifications Book.

SECTION 82o-ASPHALT CEMENT
820.01 ASPHALT CEMENT: This Section covers asphalt cements which have been prepared from crude petroleum by suitable methods. The asphalt cements shall be homogenous, free from water and shall not foam when heated to 175C. Blending of asphalt cements to produce a specified viscosity grade shall result in a uniform, homogenous blend with no separation.
A. PROPERTIES: The various grades of asphalt cement shall meet the requirements for the respective grades as shown in Table 820.01.
B. TESTS: Methods of tests shall be in accordance with the following:

967

821.01

Viscosity at 135C Viscosity at 60C Penetration Flash Point Ductility Thin-Film Oven Test Solubility

AASHTO T 201 AASHTO T 202 AASHTO T 49 AASHTO T 48 AASHTO T 51 AASHTO T 179 AASHTO T44

TABLE 820.01 PROPERTIES FOR PETROLEUM ASPHALT CEMENTS

Viscosity, 60"C Pas
Viscosity, 135C mPas
Penetration at 25C, dmm 100 g., 5 sec.
Flash Point, COC, C
Solubility in Trichloroethylene, %
Tests on Residue from Thin-
FilmOvenTe~

AC-10 Min. Max.
100 20
240

VISCOSITY GRADE

AC-15 Min. Max.

AC-20 Min. Max.

AC-30 Min Max.

150 30

200 ~ 40

300 60

240

300

350

AC-40 Min. Max.
400 80
350

80

60

60

60

40

220

220

230

230

230

99.0

99.0

99.0

99.0

99.0

Loss on Heat (%) Viscosity, 60"C Pas
Ductility at 25C 50 mm per min., mm

0.5-

0.5

0.5

0.5

0.5

400

SOD

BOO

1200

1600

1000

1000

BOO

SOD

500

Note:

Viscosity grade AC-20 having a penetration at 25C not exceeding 80 dmm; and an initial viscosity at 25C not less than 230 kPas by AASHTO T 202, or not less than 250 kPas by ASTM D 3205, may be used in lieu of AC-30. These asphalts will be designated as AC-20 Special. The method in ASTM D 3205 using the medium cone shall be the referee method.
Where AASHTO T 202 is used, The Asphalt Institute vacuum capillary viscometer size 800R shall be used.
Loss on heat requirements apply to hot mix asphalt applications only.
Viscosity grades softer than AC-lO shall meet the requirements of AASHTO M 226, Table 2.
SECTION 821-CUTBACK ASPHALT

821.01 CUTBACK ASPHALT: This Section covers Asphalt Cements which have been fluxed with petroleum distillates. They shall be of uniform consistency. They shall show no separation or curbing before they are used.
A. PROPERTIES: The various grades of Cutback Asphalts shall meet the requirements for the respective grades as shown in Tables 821.1 and 821.2.

B. TESTS: Methods of tests shall be in accordance with the following:

Water Flash Point Viscosity Distillation Ductility Solubility Penetration

AASHTO T 55 AASHTO T 79 & T 48 AASHTO T 201 AASHTO T 78 AASHTO T 51 AASHTO T 44 AASHTO T 49

968

821.01

TABl.E 821.1 PROPERTIES OF MEDIUM CURING CUTBACK ASPHALTS

Requirements
Water percent
Flash Point, Cleveland Open Cup, 'C
Kinematic Viscosity at 60C, mPas
Distillation Test: Distillate, percentage by volume oftotal distillate to 360'C to 225'C
to 260'C
to 315'C
Residue from Distillation to 360'C volume percentages of sample by difference
Tests on Residue from Distillation: Penetration,100g, 5 sec., at 25OC, dmm
Ductility at 250C at 50 mm per min., mm.
Solubility in trichloroethylene percent by weight

MC30 Min. Max.
0.2

VISCOSITY GRADE

MC70

MC-250

MC-800

Min. Max. Min. Max. Min Max.

0.2

0.2

0.2

MC-3000 Min. Max.
0.2

38

38

65

65

65

30

60

70 140 250 500 800 1600 3000 6000

25

20

10

40

70

20

60

15

55

35

15

75

93

65

90

60

87

45

80

15

75

50

55

67

75

80

80 1000 99.5

250

80

1000

99.5

250

80

1000

99.5

250

80

1000

99.5

250

80

1000 2500

99.5

TABLE 821.2 PROPERTIES OF RAPID CURING CUTBACK ASPHALTS

Requirements
Water percent
Flash Point, Tagliahue Open Cup, 'C
Kinematic Viscosity at 60'C., mFas
Distillation Test: Distillate, percentage by volume of total distillate to 360'C to 190'C
to 225'C
to 260'C
to 315'C
Residue from Distillation to 360'C volume percentages of sample by difference
Tests on Residue from Distillation: Penetration, lOOg, at 50 mm Bee., at25'C,dmm
Ductility at 25'C 50 mm per min., mm
Solubility in Trichloroethylene percent by weight

Re-30 Min. Max.
0.2

VISCOSITY GRADE

Re-70

RC-250

RC-800

Min. Max. Min. Max. Min Max.

0.2

0.2

0.2

RC-3000 Min. Max.
0.2

25

25

25

30

60

70 140

250 500

800 1600 3000 6000

15

10

55

50

35

15

75

70

60

45

25

90

85

80

75

70

50

55

65

75

80

60 120

60 120

60 120

60 120

60 120

1000

1000

1000

1000

1000

99.5

99.5

99.5

99.5

99.5

969

822.01

SECTION 822-EMULSIFIED ASPHALT

822.01 EMULSIFIED ASPHALT: This Section covers Emulsified Asphalts, which are homogenous emulsions of asphalt, water and emulsifying agents. They shall be free from lumps and show no separation during handling or storage up to a period of 30 days.

A PROPERTIES: The various grades of Emulsified Asphalts shall meet the requirements for the respective grades as shown in Table 822.1.

B. TESTS: Methods of tests shall be in accordance with the following:

Testing Emulsified Asphalts Float Test

AASHTO T 59 AASHTO T 50

TABLE 822.1 REQUIREMENTS FOR EMULSIFIED ASPHALT

Type
Grade
Tests on Emulsions: Viscosity Saybolt Furol at 25C Sec.
Viscosity Saybolt Furol at 50C Sec.
Settlement (a) 5 Days. Percent
(b) Storage Stability Test 1 Day, Percent
Demulsibility. 35 ml, 0.02N. CaCI" Percent (c)
Cement Mixing Test, Percent (d)
Sieve Test, Percent
Oil Distillate by Volume
Residue by Distillation Percent AC
Tests on Residue from Distillation Test: Penetration 25C 100 W5 Sec. dmm
Ductility (a) 25C 50 mm/min., mm
Solubility in Trichloroethylene Percent
Float @ 6lJOC, Sec.

Rapid Setting

RS-2h

Min.

Max.

75

400

5

1

60

0.10

63

Slow Setting

SSlh

Min.

Max.

20

100

5 1

2.0 0.10

57

Prime

EAP1

Min.

Max.

15

100

5 1

0.10

5

12

50

SO 400 97.5

140

40

97.5

110 400
97.5 20

(a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than five (5) days; c,r the purchaser may require that the settlement test be run from the time t.he sample is received until it is used, if the elapsed time is less than five (5) days.
(b) The 24-hour (l day) storage stability test may be used but does not predict t,ha the 5 day sett.lement test will pass.
(c) The demulsibility test shall be made within 30 days from date of shipment.
(d) The cement mixing test shall be applicable only if material is used in Asphalt Slurry Seal.

970

824.01

SECTION 823-CUTBACK ASPHALT EMULSION

823.01 CUTBACK EMULSION: This Section covers Cutback Asphalt Emulsions which have been prepared by compounding a suitable volatile naphtha, emulsifying agent and water with asphalt cement. Cutback Emulsions shall be 100% inverted, mechanically, before being shipped.

A. PROPERTIES: The various grades of Cutback Asphalt Emulsions shall meet the requirements for the respective grades as shown in Table 823.1.

B. TESTS: Methods of tests shall be in accordance with the following:

Viscosity Distillation Water Penetration Ductility Solubility Ash

AASHTO T 72 GDT 11 AASHTO T 55 AASHTO T 49 AASHTO T 51 AASHTO T 44 AASHTO T 111

TABLE 823.1. PROPERTIES OF CUTBACK ASPHALT EMULSIONS

Requirements
Viscosity, Furol at 60C, Sec. Distillation:
Residue (Asphalt Cement) percent by weight Water Content percent by weight Naphtha Content (by difference) percent by weight Tests on Residue from Distillation: Penetration at 25C, 100 gr., 5 sec. Ductility at 25C, 50 mID., per min., mm. Solubility in trichloroethylene percent by weight Ash, percent by weight

GRADE

CBAE-2 Min. Max.

CBAE-3 Min. Max.

100

350

400

700

67

-

72

-

4

12

4

12

12

25

10

20

60

150

60

150

1000

- 1000

-

99

-

99

-

-

1.0

-

1.0

SECTION 824-CATIONIC ASPHALT EMULSION

824.01 CATIONIC ASPHALT EMULSION: This Section covers Cationic Asphalt Emulsions. The emulsion shall be homogenous and after thorough mixing shall show no separation of the asphalt within 30 days.

A. PROPERTIES: The various grades of Cationic Emulsion shall meet the requirements for the respective grades as shown in Table 824.1.

B. TESTS: Methods of tests shall be in accordance with the following:

Testing Emulsified Asphalt with the following exceptions:
Frictional Value

AASHTO T59 GDT 44

971

825.01

TABLE 824.1: REQillREMENTS FOR CATIONIC EMULSIFIED ASPHALT

Test on Emulsions Vis. Saybolt Furol at 25C Sec.
Vis. Saybolt Furol at 50C Sec.
Storage Stability Test (b) I-Day, %
Settlement (a) 5-Day, %
Demulsibility (c) 35 ml 0.8% Solum Dioctylsulfosuccinate, %
Coating Ability and Water Resistance: Coating, Dry Aggregate
Coating, After Spraying
Coating, Wet Aggregate
Coating, After Spraying
Particle Charge Test
Sieve Test, %
Cement Mixing Test, % (d)
Distillation: Oil Distillate by Volume of Emulsion, %
Residue, %
Tests on Residue from Distillation Test: Penetration. 25C 100 g, 5 Sec., dmm
Ductility, 25C 50 mm per min., mm
Solubility in Trichloroethylene, %

Rapid Setting

CRS-2h

CRS-3

Min. Max. Min. Max.

TYPE

Medium Setting

Slow Setting

CMS-2

CSSlh

Min. Max. Min. Max.

Cationic Quick Set
CQS-Ih Min. Max.

ECRI Min. Max.

100 400
I 5

100 500
I 5

50 450
I 5

20 100
I 5

20 150
I 5

50 500
I 5

40

40

Positive 0.10

Positive 0.10

Good Fair Fair Fair Positive
0.10

Positive 0.10 2.0

Positive 0.10

Go(.d 0.10

3

3

4 12

06

65

65

65

65

65

60

80 140

60 110 100 250

40 110

60 110 125 225

400

400

400

400

400

400

97.5

97.5

97.5

97.5

97.5

97.5

(a) The test requirement for settlement may be waived when the emulsified asphalt is used in less tban 5 days time. or the purchaser may require that the settlement test be run from the time the sample is received until it is used. if the elapsed
time is less than 5 days. (b) The 24hour (Iday) storage stability test may be used but does not predict that the 5-day setHement t.est will pass. (c) The demulsibility test shall be made within 30 days from date of shipment. (d) The cement mixing test shall be applicable only if material is used in Asphalt Slurry Seal. (e) Slurry Seal containing CQS-lh shall set sufficient to allow traffic to resume within 2 hours. (!) In the Laboratory, the Slurry Seal containing CQSlh shall not set while being mixed in accordance with GDT-91 f"r a
minimum of90 seconds. (g) ECRl is for use in cold mix recycling of reclaimed pavements.

SECTION 825-ASPHALT PLANK
825.01 PREMOLDED ASPHALT PLANK: Premolded asphalt plank shall meet the requirements ofAASHTO: M 46.
972

828.01
SECTION 826-DAMPPROOFING OR WATERPROOFING MATERIAL
826.01 BITUMINOUS MATERIAL FOR DAMPPROOFING OR WATERPROOFING: This Section covers material suitable for a mopping coat in Dampproofing or mopping cement for a membrane system of Waterproofing.
A. PITCH:
1. PRIMER: The primer coat shall meet the requirements of AASHTO M 121.
2. SEALER OR MOPPING COAT: The pitch shall meet the requirements of AASHTO M 118.
NOTE
The coal-tar pitches covered by this specification are of two types, as follows:
Type 1. Coal-tar pitch for use as a mopping coat in the construction of built-up roofs surfaced with slag or gravel on inclines not exceeding 75 mm per 300 mm. where nailing is employed and not exceeding 25 mm per 300 mm. where nailing is omitted. Coal-tar pitch for use as a mopping coat in dampproofing or as a plying cement in the construction of a membrane system of waterproofing above ground level when not exposed to temperatures exceeding 52C.
Note: This type of Coal-tar pitch is suitable for railroad bridges, tanks, retaining walls, culverts, dams, conduit, etc.
Type II. Coal-tar pitch for use as a mopping coat in dampproofing or as a plying cement in the construction of a membrane system of waterproofing below ground level under uniformly moderate temperature conditions both during the process of installation and during service.
SECTION 828-HOT MIX ASPHALTIC CONCRETE MIXTURES
828.01 DESCRIPTION: This specification covers the requirements that are applicable to all Hot Mix Asphaltic Concrete Mixtures. Materials used in the preparation of these Mixtures shall be approved by the Engineer prior to incorporating in the Work.
All Mixtures shall conform to the following unless stated herein:
A. The Contract Pay Item will specify the aggregate group or the blend number where applicable. See Sub-Section 828.07 for explanation of aggregate groups and blends.
B. The amount of minus 75 mm will be determined by washing in accordance with GDT-2, alternate A or alternate B.
C. Mixture Control Tolerances are based on the results of individual tests and
973

828.01
are for mix uniformity control purposes only.
D. Group I or Group II aggregate or a blend of both may be used for patching or leveling. Mixes for patching and leveling are listed in Sub-Sections 828.03, 828.04, and 828.05.
E. Hydrated lime shall be included in all paving courses except where noted. The lime shall be added at a minimum rate of one percent of the total dry aggregate weight. In recycled mixtures, lime shall be added at a minimum rate of one percent of the virgin aggregate portion plus a minimum of 0.5 percent of the aggregate in the Reclaimed Asphalt Pavement (RAP) portion of the mixture. Additional lime, as well as an approved heat stable antistripping additive, which meets requirements of Sub-Section 831.04, may be required in any particular mixture when necessary for satisfaction of governing Specification requirements. No additional payment will be made by the Department for any such required additional materials
F. On PR, LARP, Airport, Bridge Replacement and Parking Lot projects, the Asphalt Cement (AC) used in all mixes may, at the Contractor's discretion, include an approved heat stable anti-stripping additive, which meets requirements of Sub-Section 831.04, in lieu of hydrated lime unless otherwise noted. The addition rate will be a minimum of 0.5 percent of the AC portion. When a heat stable anti-stripping additive is used in these mixes in lieu of hydrated lime, the minimum tensile splitting ratio will be 0.6 for Asphaltic Concrete B-Modified, E, F, H, Base and Band 0.4 for Asphaltic Concrete G.
G. Asphalt Cement viscosity grade AC-30 shall be used in all virgin aggregate mixtures with the exception that AC-20, having a penetration at 25C not exceeding 80 dmm and an initial viscosity at 25C not less than 250 kPas, may be used in lieu of AC-30. This substitute grade will be designated as AC-20 Special. For mixtures which utilize RAP, the AC grade to be used will be determined by the Engineer.
H. On PR, LARP, Airport, Bridge Replacement and Parking Lot projects, AC20 may be used in lieu of AC-30 in the mixtures, at the discretion of the Contractor.
I. Local sand will not be allowed in any mixtures to be placed on the mainline or ramps, excluding shoulders, of Interstate projects.
J. The Marshall design procedure (AASHTO T 245) will be used in the determination of appropriate design characteristics. The 75 blow method will be used for mixtures to be placed on the mainline and ramps, excluding shoulders and any placed as a subbase mixture for Portland Cement Concrete pavement of Interstate projects. The 50 blow method will be used for mixtures to be placed on all other projects.
974

828.02 OPEN GRADED SURFACE MIXTURE

828.02

JOB MIX FORMULA AND DESIGN LIMITS

MIXTURE CONTROL TOLERANCES
0.0 5.6 5.7 4.6 2.0
0.4 n/a n/a

TYPE MIXTURE
DESIGN REQUIREMENTS % Passing 12.5 mm Sieve % Passing 9.50 mm Sieve % Passing 4.75 mm Sieve % Passing 2.36 mm Sieve % Passing 75 11m Sieve DESIGN REQUIREMENTS Range for % AC Class of Stone (800.01) Retention of Coating (GDT-56)

"D"
100 85-100 20-40
5-10 2-4
6.0-7.25 "An only
95

1. Viscosity grade AC-20 having a penetration at 25C not exceeding 80 dmm; and an initial viscosity at 25C not less than 230 kPas by AASHTO T 202, or not less than 250 kPa-s by ASTM D 3205, may be used in lieu of AC-30. These asphalts will be designated as AC-20 Special. The method in ASTM D 3205 using the medium cone shall be the referee method. Where AASHTO T 202 is used, The Asphalt Institute vacuum capillary viscometer size 800R shall be used.

975

828.03 828.03 DENSE GRADED INTERMEDIATE AND SURFACE MIXTURES

MIXTURE CONTROL % TOLERANCES

JOB MIX FORMULA AND DESIGN LIMITS

TYPE MIXTURE

"B"

"E"

"F"

"H"

MODIFIED

GRADING REQUIREMENTS

0.0

% Passing 25.0 mm Sieve

7.0

% Passing 19.0 mm Sieve

6.1

% Passing 12.5 mm Sieve

:!: 5.6

% Passing 9.5 mm Sieve

5.7

% Passing 4.75 mm Sieve

4.6

% Passing 2.36 mm Sieve

3.8

% Passing 300 11m Sieve

2.0

% Passing 75 11m Sieve

100 85-100
64-85
44-48 10-25 4-7

*100 85-100 7085
44-48 13-22**
4-7

*100 90100 55-75 44-.50 14-2.5**
4-7

*100 90-100 65-80 48-55 15-25**
4-7

DESIGN REQUIREMENTS

50 Blow Marshall 4.75-7.00 5.00-7.00 5.25-7.50 5.50-7.50

0.4

Range for %AC 75 Blow Marshall 4.75-7.00 5.00-7.00 5.25-7.50 5.50-7.50

Flow

50 Blow Marshall 8-16

8-16

8-16

8-16

nJa

(AASHTO T 245) 75 Blow Marshall 8-14

8-14

8-14

8-14

Min. Stability-N. 50 Blow Marshall 6700

6700

6700

6700

nJa

(AASHTO T 245) 75 Blow Marshall 8000

8000

8000

8000

nJa

Design Optimum Air Voids (%)

4.5 .5 4.5 .5 4.5:!: .5 4.5 .5

%Aggregate Voids Filled

nJa

With Asphalt Cement

65-82

70-82

7()82

70-82

Tensile Splitting Ratio After

nJa

Freeze-Thaw Cycle (GDT 66)

Min. 0.8 Min. 0.8 Min. 0.8 Min. 0.8

nJa

% Retention of Coating (GDT 56)

95

95

95

95

* Mixture Control Tolerance not applicable to this sieve for this mix.
** Production mixture shall be maintained within these ranges regardless of Job Mix Formula
and Mixture Control Tolerance values.

1. When allowed, local sand for use in the above mixes shall meet gradation requirements designated for Sand Asphalt under Sub-Section 828.04.

2. Viscosity grade AC-20 having a penetration at 25C not exceeding 80 dmm; and an initial viscosity at 25C not less than 230 kPas by AASHTO T 202, or

976

828.04
not less than 250 kPas by ASTM D 3205, may be used in lieu of AC-30. These asphalts will be designated as AC-20 Special. The method in ASTM D 3205 using the medium cone shall be the referee method.
Where AASHTO T 202 is used, The Asphalt Institute vacuum capillary viscometer size 800R shall be used.

828.04 FINE GRADED INTERMEDIATE AND SURFACE MIXTURES

JOB MIX FORMULA AND DESIGN LIMITS

MIXTURE CONTROL TOLERANCES

TYPE MIXTURE

"G"

SAl

SA2

GRADING REQUIREMENTS

%0.0

% Passing 12.5 mm Sieve

100

%5.6

%Passing 9.5 mm Sieve

*100

90-100

%5.7

% Passing 4.75 mm Sieve

75-95

80-100

%4.6

% Passing 2.36 mm Sieve

60-65

60-100

%3.8

%Passing 300 p.m Sieve

20-50

12-70

%2.0

%Passing 75 p.m Sieve

4-12

2-15

DESIGN REQUIREMENTS

%0.4

Range for %AC

6.00-7.50 6.50-7.50 6.50-7.50

n/a

Flow, AASHTO T-245

8-16

5-16

5-16

n/a

Minimum Stability Based on 50

4500

1600

3100

Blow Marshall AASHTO T 245 (kg)

n/a

Design Optimum Air Voids (%)

8 Max.

15 Max.

15 Max.

n/a

%Aggregate Voids Filled

With Asphalt Cement

50-80

n/a

Tensile Splitting Ratio After

Freeze Thaw Cycle, (GDT 66)

Min. 0.8

n/a

n/a

n/a

%Retention of Coating (GDT 56)

95

95

95

* Mixture ControLTolerance not applicable to this sieve for this mix.

1. Sand Asphalt will not be allowed as spot leveling or patching unless otherwise specified. Sand Asphalt is also restricted from use as full width leveling under Asphlatic Concrete "D."

2. Local sand for use in Asphaltic Concrete "G" shall meet the gradation requirements designated for Sand Asphalt above.

977

828.05

3. Viscosity grade AC-20 having a penetration at 25C not exceeding 80 dmm; and an initial viscosity at 25C not less than 230 kPas by AASlITO T 202, or not less than 250 kPas by ASTM D 3205, may be used in lieu of AC-30. These asphalts will be designated as AC-20 Special. The method in ASTM D 3205 using the medium cone shall be the referee method.
Where AASlITO T 202 is used, The Asphalt Institute vacuum capillary viscometer size 800R shall be used.
4. Whenever Asphaltic Concrete "Q" is used as leveling underneath slurry seal, either of the Asphaltic Concrete "Q" mixtures listed above may be used at the discretion of the Contractor.
828.05 SUBSURFACE ASPHALTIC CONCRETE MlXTURES
JOB MIX FORMULA AND DESIGN LIMITS

MIXTURE CONTROL TOLERANCES

TYPE MIXTURE

BASE

GRADING REQUIREMENTS

"B"

SAND

ASPHALT

FOR BASE

0.0 7.0 7.0 6.1 5.6 5.7 4.6 3.8 2.0
0.4
n/a
n/a n/a
n/a
n/a n/a

% Passing 37.5 mm Sieve

100

% Passing 25.0 mm Sieve

85-100

% Passing 19.0 mm Sieve

% Passing 12.5 mm Sieve

60-80

% Passing 9.50 mm Sieve

% Passing 4.75 mm Sieve

% Passing 2.36 mm Sieve

32-40

% Passing 300 11m Sieve

11-19**

% Passing 75 11m Sieve

4-7

DESIGN REQUIREMENTS

50 Blow Marshall

4.00-5.50

Range for % AC 75 Blow Marshall

3.50-5.00

Flow

50 Blow Marshall

8-16

(MSHTO T-245) 75 Blow Marshall

8-14

Min. Stability-N 50 Blow Marshall

6700

(MSHTO T 245) 75 Blow Marshall

8000

Design Optimum Air Voids (%)

4.5 .5

% Aggregate Voids Filled With Asphalt Cement

65-75

Tensile Splitting Ratio After Freeze-Thaw Cycle (GDT 66)

Min. 0.8

% Retention of Coating (GDT 56)

95

*100 85-100
55-75
30-36 11-19**
4-7
4.00-5.50 4.00-5.50
8-16 8-14 6700 8000 4.5 .5
65-75
Min. 0.8 95

*100
90-100 &';-100 80-100 60-100 12-70 2-15
6.00-7.00 n/a 5-16 n/a 1600 n/a
15 max.
--
n/a 95

* Mixture Control Tolerance not applicable to this sieve for this mix. ** Production mixture shall be maintained within these ranges regardless of Job Mix Formula
and Mixture Control Tolerance values.

978

828.07
1. Sand Asphalt may be used for Base mix only where specified in the Plans or Proposal.
2. Local Sand for use in any of these mixes shall meet the gradation requirements designated for Sand Asphalt for Base above. .
3. Viscosity grade AC-20 having a penetration at 25C not exceeding 80 dmm; and an initial viscosity at 25C not less than 230 kPas by AASHTO T 202, or not less than 250 kPas by ASTM D 3205, may be used in lieu of AC-30. These asphalts will be designated as AC-20 Special. The method in ASTM D 3205 using the medium cone shall be the referee method. Where AASHTO T 202 is used, The Asphalt Institute vacuum capillary viscometer size 800R shall be used.
828.06 OPEN GRADED DRAINAGE MIXTURE
JOB MIX FORMULA AND DESIGN LIMITS

MIXTURE

TYPE MIXTURE

"C"

CONTROL

TOLERANCES

GRADING REQUIREMENTS

O.O

% Passing 25.0 mm Sieve

7.0

% Passing 19.0 mm Sieve

5.6

% Passing 9.50 mm Sieve

4.6

% Passing 2.36 mm Sieve

2.0

% Passing 75 jlm Sieve

100 95-100 20-65 0-10
0-3

DESIGN REQUIREMENTS

0.4

Range for % AC

3.0-3.5

n/a

Retention of Coating (GDT-56)

95

828.07 AGGREGATE GROUPS ALLOWABLE

The aggregate group or blend which may be used for each mixture will be specified with the Pay Item description. A description of the aggregate groups and blends which may appear in the Proposal and Plans are defined as follows:

PAY ITEM DESIGNATION

EXPLANATION OF AGGREGATE GROUPS ALLOWABLE

Group I or II

100% Group I, 100% Group II, or any blend of the groups maybe used.

Group II only

100% Group II only is required.

Blend I (All mixes except "D" mixes)

Either100% Group II material or a blend of Group I and Group II aggregate is allowed. The Group I fraction shall not exceed 60% by weight of the total aggregates nor contribute more than 50% by weight of the coarse aggregate portion.

979

828.08

Blend II (Used in UD" mixes)

A blend of Group I and Group II aggregates is allowed. The Group I fraction shall not exceed 50% of total mix by weight.

828.08 RUTTING SUSCEPTIBILITY TESTING: The Office of Materials and Research may run a rutting susceptibility test on any asphalt mixture they suspect may be susceptible to excessive rutting.
The rutting susceptibility test will be conducted according to GDT 115. Each mix will have three (3) beams fabricated and tested. If the average rut depth for the three (3) beams exceeds 8 mm that asphaltic concrete mixture shall not be used.

SECTION 829-RECYCLED OIL FOR DRYING AGGREGATE
FOR ASPHALTIC CONCRETE

829.01 PROCESSED WASTE OIL-Materials shall meet the following Specifications:

Water Content API Gravity Flash Point (Pensky-Martens Closed Cup) Viscosity*

0-1.0% 21 - 30 at 15C 55C - 140C 15.66 - 20.52 mPas

* If the temperature necessary to achieve this viscosity is below 38C, the fuel
may be burned at ambient temperatures.

SECTION 83O-CEMENT
830.01 PORTLAND CEMENT: Portland Cement shall meet the requirements of AASHTO M 85 and, in addition, cement which is to be used in Portland Cement Concrete shall meet the low alkali and the false set requirements ofthat Specification. Cement which has been damaged, or which is partially set, lumpy, or caked shall not be used.
A. TYPES: Type I or Type II Portland Cement shall be used for all Portland Cement Concrete, except high early strength concrete. If high early strength concrete is used, Type I or Type III Portland Cement will be permitted.
B. BLENDS: Different brands of cement, different types of cement, or the same brand of cement, but from different mills, shall not be mixed or placed in the same storage bin.
830.02 PORTLAND BLAST-FURNACE SLAG CEMENT: Portland BlastFurnace Slag Cement for use in cement stabilization shall meet the requirements of AASHTO M 240, Type IS.
830.03 PORTLAND-POZZOLAN CEMENT: Portland-Pozzolan Cement shall meet the requirements of AASHTO M 240, Type IP, with the following modifications:
A. The fly ash content shall be limited to a maximum of 25 percent by weight.

980

831.03
B. The Pozzolan shall be limited to fly ash meeting the requirements of SubSection 831.03. FLY ASH. The fineness and the loss on ignition requirements of Sub-Section 831.03. are deleted for fly ash that is to be interground with Portland cement clinker in the production of PortlandPozzolacment provided the fim, blend F Portland-Pozzolan cement meets these requirements of i,ASHTO M 240,l.'ype IP.
C. Wherever in these Specifications Portland Cement meeting the requirements of Sub-Section 830.01 is allowed or specified for use, Portland-~~ozzolanCement meedng the requirements of Sub-Section 830.03 may be substituted provided that when such substitution results in a higher cement factor than that required for Type I cement, the cost of the additional cement shall be borne by the Contractor.
SECTION S3t-ADMIXTURES
831.01 AIR ENTRAINING ADMIXTURES: Materials for air entrainment in Portland Cement concrete mixtures shall meet the requirements of AASHTO M 154. Compression and flexure tests shall be made at 7 and 28 days. Only those air entraining admixtures which appear on the Georgia Department ofTransportation Qualified Products List shall be used.
831.02 CHEMICAL ADMIXTURES FOR CONCRETE: Chemical admixtures for concrete shall meet the requirements of AASHTO M 194, Types A, B, C, D, E, F, or G, unless otherwise specified.
The length change requirements are waived. The admixtures shall contain not more than 0.8 percent chloride calculated as calcium chloride. The air content shall not exceed 4.0 percent when prepared in a standard batch without addition of air entraining agent. Only those admixtures which appear on the Georgia Department of Transportation Qualified Products List shall be used.
831.03 FLY ASH, RAW OR CALCINED NATURAL POZZOLAN, SLAG AND MICROSILICA:
A. FLY ASH: Fly Ash is the finely divided residue that results from the combustion of ground or powdered coal and is transported from the boiler by flue gases. Fly Ash shall meet the requirements of AASHTO M 295, Class "F" or Class "C." Laboratory tests for acceptance and project control will be selected by the engineer.
B. RAW OR CALCINED NATURAL POZZOLAN: Raw or calcined natural pozzolan is a siliceous or siliceous and aluminous material. Raw or calcined natural pozzolan shall meet the requirements of AASHTO M 295, Class "N". Laboratory tests for acceptance and project control will be selected by the Engineer.
C. GRANULATED IRON BLAST-FURNACE SLAG: Granulated slag is the glassy granular material formed when molten blast-furnace slag is rapidly
981

831.04
chilled and then finely ground. Granulated iron blast-furnace slag shall meet the requirements of
AASHTO M 302, Grade 120. Laboratory tests for acceptance and project control will be selected by
the Engineer.
D. MICRO SILICA (SILICA FUME): An amorphous silica of high silica content and purity generated as a by-product of the reduction of high purity quartz with other ingredients in an electric arc furnace. Microsilica is used as a mineral admixture in Portland cement concrete to fill voids between very small particles and/or where pozzolanic activity is desired. The material shall meet the following requirements.
1. CHEMICAL:
SiOs, Min. 85% S03, Max. 3.0% Loss on ignition, Max. 7.0% Available Alkalies as NaliO, Max. 1.50%
2. PHYSICAL:
a. FINENESS: Amount retained when wet sieved on 25 }lm sieve, 0%. Accelerated Pozzolanic Activity Index with Portland Cement @ 7 and 28 days, min. % of control 100.
b. SOUNDNESS: Autoclave expansion or contraction, max. 0.80%.
c. UNIFORMITY REQUIREMENTS: (Apply to samples from same source.) The density and fineness of individual samples shall not vary from the average established by the 10 preceding samples, or by all the preceding samples iffewer than 10 by more than: 5%.
Laboratory tests for acceptance and project control will be selected by the Engineer.
831.04 HEAT STABLE ANTISTRIPPING ADDITIVE: Heat stable antistripping additives shall be of an approved type listed in Qualified Products List 26, Heat Stable Anti-Stripping Additives. It shall contain no harmful ingredients and shall not adversely alter the specified characteristics of the bituminous material when added in the recommended proportions.
Samples of the heat stable anti-stripping additive, asphalt cement and aggregates proposed for use shall be submitted to the Laboratory for approval prior to use. The materials to be used shall meet specification requirements of Section 828 for retained coating and tensile strength ratio when tested according to GDT 56 and GDT 66, respectively.
831.05 SILICONE FLUID: Silicone fluid used in the preparation of hot mix asphaltic concrete shall conform to Federal Specification VV-D-1078B, Viscosity Grade 1000.
SECTION 832-CURING AGENTS
832.01 BURLAP OR COTrON FABRIC: Burlaps shall be 340 to 610 g/m2 or two layers of 200 or 235 g1m2. Cotton fabrics shall be white, loosely woven, not less than 235 g1m2. Burlap or cotton fabric shall be furnished in strips, 0.9
982

833.02
m to 1.8 m wide and shall be cut 1 m longer than the width of the slab to be covered. Burlap and cotton fabrics shall be free from starch and from materials that might stain the concrete and, ifnew, shall be soaked and dried before use.
832.02 SHEET MATERIALS: Sheet materials for curing concrete shall conform to the requirements of AASHTO M 171. Waterproof paper shall be white and polyethylene film shall be white opaque.
Sheet material for curing bridge deck shall be either a white burlap polyethylene sheet or a white co-polymer material coated over a layer of absorbent non-woven, synthetic fabric. It shall meet Specification requirements for reflection and moisture retention.
832.03 MEMBRANE CURING COMPOUND: Liquid membrane-forming compounds shall meet the requirements of AASHTO M 148.
SECTION 833-JOINT FILLERS AND SEALERS
833.01 PREFORMED JOINT FILLER: Preformed Joint Filler shall meet the requirements ofAASHTO M 153 or AASHTO M 213.
Cellulose fiber types meeting all the requirements of AASHTO M 213, except the asphalt content, are acceptable provided they contain minimums of 0.2 percent zinc borate as a preservative and 1.5 percent waterproofing wax.
833.02 HOT POURED JOINT SEALERS: The Hot Poured Joint Sealer shall be composed of a mixture of materials compatible with asphalt, with or without rubber, which will form a resilient and adhesive compound, will effectively seal joints and cracks in pavements against the infiltration of moisture throughout repeated cycles of expansion and contraction and will not flow from the joint or be picked up by vehicle tires at an ambient temperature of 50C. The sealing compound shall have a uniform pouring consistency suitable for completely filling the joints without inclusion of large air holes or discontinuities. The pouring temperature shall not exceed 230C. The pouring temperature and the safe heating temperature of each lot or batch of material shall be determined by the manufacturer and shall be shown on the label. The safe heating temperature is defined as the highest temperature to which the sealing compound can be heated and still conform to all the requirements specified herein.
A TEST REQUIREMENTS: When tested in accordance with GDT 62, the Hot Poured Joint Sealants shall have the following properties:
1. PENETRATION: The penetration shall not exceed 9 mm
2. FLOW: The flow shall not exceed 3 mm
3. RESILIENCE: The minimum recovery shall be 60%.
4. BOND TO CONCRETE: When subjected to bond testing at -18C 1C none of the Specimens, including those that have been immersed in water, shall develop any separation, or other opening in the sealing compound or between the sealing compound and the concrete blocks.
5. COMPATIBILITY: When the Hot Poured Joint Sealer is to be used in conjunction with asphaltic concrete, there shall be no failure in adhesion,
983

833.03

no formation of an oily exudate at the interface between the sealing compound and the asphaltic concrete, nor softening or other deleterious effects on the asphaltic concrete.

833.03 ELASTOMERIC POLYMER TYPE JOINT COMPOUND: Elastomeric Polymer Type Joint Sealing Compound shall be furnished in 2 components; a base compound and a curing agent. The base compound shall consist of a gasoline-resistant elastometric polymer modified with plasticizers, activators, and inert fillers. The curing agent shall consist of a blend of accelerators and extenders. The sealing compound shall be capable of being mixed on the job to a homogenous consistency appropriate for application by an approved mechanical device or for manual pouring or troweling. At 27C 3C, the compound which is to be machine-mixed and applied shall have a minimum work life of 5 minutes. The material which is to be hand-mixed and manually applied shall have a minimum work life of one-half hour at 27C 3C.
When mixed in accordance with the manufacturer's instructions, the mixture shall completely fill the joints without the formation of air holes and discontinuities. It shall be self-leveling as placed into the joint, but shall not show appreciable flow or movement along a superelevated joint. The material shall not soften or show any apparent defect on being immersed in water for a period of 7 days. Within 24 hours of application, the material shall form a tackfree rubberlike compound, which shall seal the pavement or bridge joints.
A TEST REQUIREMENTS:

1. CONE PENETRATION: The penetration shall not be less than 2.5 mm nor more than 10 mm.

2. SOLUBILITY: The solubility shall not exceed 2.0% and there shall be no apparent defects which will affect the material as a sealant.

3. RESILIENCE: The minimum recovery shall be 75% for both the air-cured and the oven-aged samples.

4. FLOW: There shall be no appreciable flow.
5. BOND: The sealing compound shall not develop at any time during the test procedure, a crack, separation, or other opening in the sealer or between the sealer and block, which at any point is over 6 mm deep.

B. TESTS: Methods of tests shall be in accordance with the following:

Elastomeric Joint Compound

GDT 15

833.04 PREFORMED ELASTIC JOINT SEALER: The Preformed Elastic Joint Sealer material shall be a vulcanized elastomeric compound using polymerized chloroprene as the only basic elastomer. The joint sealer material shall conform to the following physical requirements:

A PREFORMED OPEN CELL JOINT SEALER:

1. PHYSICAL REQUIREMENTS FOR BRIDGE AND ROADWAY SEALS:

Tensile Strength, MPa, minimum

14

Elongation at Break, %, minimum

250

984

Hardness, Type A Durometer Oven Aging, 70 hours. @ lOOC
Tensile Strength, change, maximum % Elongation, change, maximum %
Hardness, points, change Oil Swell, ASTM Oil No.3:
70 hrs. @ lOOC Volume Change, %, maximum Ozone Resistance, 20% Strain: 300 pphm in air, 70 hrs. @ 38C (Wipe with solvent to remove surface contamination) Joint Sealer Recovery under 50% Deflection: Recovery after 70 hrs. @ lOOC, % minimum Recovery after 72hrs. @ -lOoC, % minimum Recovery after 22 hrs. @ -29C, % minimum

833.04 555 -30 -40 +10
80
N0 cracks 85 88 83

2. COMPRESSION/DEFLECTION REQUIREMENTS FOR BRIDGE SEALS ARE THE FOLWWING:

Nominal Size (mm)

Movement* Capability

Min. Force 18 N per 25mm@Width

Min. Force133 N/25 mm Max. Force-445 Nt 25mm@Width

50

20mm

47mm

27mm

63

28mm

60mm

32mm

75

34mm

73mm

38mm

88

40mm

86mm

34mm

100

43mm

98mm

54mm

*The movement capability is the movement which can be accommodated within the widths at whch
the maximum and minimum forces are specified. The design maximum and minimum joint width will be
based on these widths. The installation width will depend on the temperature at the time of installation.

3. COMPRESSIONIDEFLECTION FOR ROADWAY SEALS ARE THE FOLLOWING: The seal shall accommodate the movement specified on the Plans with a minimum force of 18 N per linear 25 mm and not to exceed 89 N per linear 25 mm being exerted on the joint faces.

4. TEST METHODS: Methods of tests shall be in accordance with the following:

Tensile Strength and Elongation
Hardness Oven Aging Oil Swell Ozone Resistance Joint Sealer Recovery Compression/Deflection

ASTMD412 ASTMD2240 ASTMD573 ASTM D 471 ASTM D 1149 GDT-47 GDT-70

985

833.04

B. PREFORMED CLOSE CELL JOINT SEALS FOR ROADWAY: Preclosed cell polychloroprene joint seals shall conform to the following requirements:
1. PHYSICAL REQUIREMENTS:
a. DIMENSIONS: Adequate to meet Plan requirements for movement and depth.

b. SURFACES: Surfaces to be smooth and clean.
c. COMPRESSION/DEFLECTION: The seal shall accommodate the movement specified on the Plans with a minimum force of 18 N per linear 25 mm being exerted on the joint faces and maximum deflection equal to 50% of the original width.
d. JOINT SEALER RECOVERY UNDER 50% DEFLECTION: Recovery shall be 85% after compression to half original thickness for 22 hrs. @ 70C followed by removal of compression for 48 hours at room temperature. Recovery after 22 hours at -18C shall be 85%.

e. WATER ABSORPTION: Maximum weight increase shall be 5%.

f. OZONE RESISTANCE: No cracking after exposure of sample at 20% strain to 100 pphm ozone for 70 hours at 38C
2. TEST METHODS: Methods of tests shall be in accordance with the following:

a. Compression/Deflection

GDT-70

b. Joint Sealer Recovery (Except that the hot recovery will be run at 70C instead of 100C, and seals shall be allowed to recover for 48 hrs. at room temp. before measuring)
c. Water Absorption

GDT-47 ASTM D 1056

d. Ozone Resistance

ASTM D 471

C. CERTIFICATION: The manufacturer of the preformed joint sealer shall furnish certified test results of each lot of the joint sealer materials furnished to each Project, except the joint sealer recovery test will be performed by the Department on random samples from each shipment received or manufacturer's lot.

D. JOINT SEALER LUBRICANTS/ADHESIVES: The lubricants/adhesives shall meet the following requirements.
1. LUBRICANT/ADHESIVE FOR PREFORMED ROADWAY SEALS: The lubricant/adhesive used with the Joint Sealer shall be a one-component polychloroprene compound containing only soluble phenolic resins blended together with anti-oxidents and acid acceptors in aromatic hydrocarbon solvent mixture and shall have the following physical

986

833.05

properties:

a. Average Net Weight per Liter, grams

940

b. Solid Content, % by Weight

22-28

c. Film Strength

(1) Tensile Strength, MPa, minimum

16

(2) Elongation before Breaking,

%, minimum

750

2. ADHESIVE FOR PREFORMED BRIDGE OR ROADWAY SEALS: The adhesive shall be a one-part moisture curing polyurethane and hydrocarbon solvent mixture with the following physical properties:

a. Weight per Liter, grams, minimum

960

b. Solids content, minimum

72% by weight

c. Film Strength (ASTM D 412)

8 MPa

d. Elongation before breaking

350%

3. TEST METHODS: Methods of test for lubricants/adhesives shall be in accordance with the following:

Film Strength

ASTM D 412

4. CERTIFICATION: The manufacturer of the Joint Sealer lubricant/adhesive or adhesive shall furnish certified test results of each lot ofthe lubricant furnished to each Project.

5. OTHER REQUIREMENTS: Lubricant/adhesive shall have a viscosity such that it will perform suitably with the installation equipment. The lubricant shall remain fluid from -15C to 49C.

Each lot of the lubricant/adhesive shall be delivered in containers plainly marked with the manufacturer's name or trademark, lot number, and date of manufacture.
The lubricant/adhesive shall be stored at a temperature of lOoC to 27C Any lubricant/adhesive not used within 270 days of its
manufacture will be retested prior to use.

833.05 WATER-BLOWN URETHANE JOINT FILLER: Water-blown Urethane Joint Filler shall be furnished in 2 components which, when mixed according to the manufacturer's recommendations, shall be suitable for use in pressure relief joints, and in regular expansion joint openings. This material shall be mixed on the job and foamed in the joint and shall be closed cell, water-blown type material. After mixing, the material shall meet the following requirements:

987

833.05

1. Cream time @ 27C 3C (Cream time is defined as the interval between the completion of the mixing ofthe two components and the time the material begins to expand.)
2. Expansion time @ 27C 3C (Expansion time is the interval between the start and the completion ofthe expansion of the material.)

Time-Minutes Minimum Maximum

1

5

10

3. Tack free time @ 27C 3C

(The material shall be judged tack

free by touching lightly. The time

10

requirement for tack free time shall

begin with the completion of the ex-

pansion time.)

In addition, the cured material shall conform to the following

requirements:

1. Weight per cubic meter, kg 2. Compression to 50% thickness, kPa

64 6 275 to 895

3. Recovery, after compression to 50%

thickness after 10 minutes from

time material is released, minimum

65%

4. Extrusion when compressed 50% maximum
5. Moisture absorption, maximum
Methods of tests shall be in accordance with:

3mm
490 g/m2 of exposed area

Weight per cubic meter

AASHTO T 42, except that drying at 104C shall be omitted.

Compression to 50% thickness

AASHTOT42

Recovery after compression

AASHTOM213

Extrusion

AASHTOT42

Moisture absorption

AASHTO T 42, except that moisture absorption shall be calculated on the basis of exposed area.

988

833.06 833.06 SILICONE SEALANTS AND BOND BREAKERS:
Silicone sealant shall be furnished in a one part silicone formulation. The sealant shall be compatible with the surface to which it is applied. Acid cure sealants are not acceptable for use on Portland cement concrete. Bond breakers shall be chemically inert and resistant to oils, gasoline, solvents, and primer, if one is required. Preparation and installation of silicone and bond breakers shall be in accordance with Section 442 or 461 whichever is applicable. A. SILICONE: Silicones shall be identified in the following manner:
TYPE A-A low modulus non-sag silicone for use in sealing horizontal and vertical joints in Portland cement concrete pavements and bridges. Tooling is required.
TYPE B-A very low modulus self-leveling silicone used to seal horizontal joints in Portland cement concrete pavements and bridges. Tooling is not normally required.
TYPE C-An ultra low modulus self-leveling silicone used to seal horizontal joints in Portland cement concrete pavements and bridges. It can also be used to seal the joints between Portland cement concrete pavement and asphaltic concrete shoulders. Tooling is not normally required.
989

833.06 1. PHYSICAL REQUIREMENTS:

TYPE SILICONE

A

B

C

Tensile Stress at 150% Strain

(Max. kPa)

(Note 1)

310

275

105

Durometer Hardness, Shore (-l8C and 25C :I: 2C)

"A" 10-25 (Note 1)

"00" 40-80

"00" 20-80

Bond to Concrete Mortar

(Min. kPa)

(Note 1)

(Note 3)

345

275

240

Tack Free Time (Max. Minutes)

(Skin-over) (Note 2)

90

90

90

Extrusion Rate (Min. GramslMinute)

75

90

100

Non-volatile (Min. %)

90

90

90

Specific Gravity

1.1 - 1.5

1.1 - 1.5

1.1 - 1.5

Shelf Life (from date of shipment)

6 Months

6 Months

6 Months

Movement Capability & Adhesion (note 1)

No adhesive or cohesive failure after 10 cycles at -18C

Ozone and U.V. Resistance (note 1)

No chalking, cracking, or bond loss aftter 5000 hours

Note 1: The cure time for these specimens shall be 21 days for Type A and 28 days for Types B and C. Specimens shall be cured at 25C 2C and 505% relative humidity.
Note 2: At conditions of 25C :I: 2C and 50:1:5% relative humidity.
Note 3: Type C silicone must also meet its bond strength requirement to asphalt concrete.

2. TEST METHODS: Tensile Stress Durometer Hardness Bond to Concrete Mortar Tack Free Time (Skin-over) Extrusion Rate Non-volatile Specific Gravity Movement Capability & Adhesion Ozone and U.V. Resistance

ASTM D 412 (Die "C") ASTM D 2240 GDT-106 GDT-106 (Note) GDT-106 GDT-106 ASTM D 792 (Method A) GDT-106 ASTM C 793

Note: In cases of dispute, ASTM C 679 shall be used as a referee test.

990

833.07

B. BOND BREAKERS: Silicone sealants must be installed over a bond breaker to prevent the sealant from bonding to the bottom of the joint. Bond breakers shall be chemically inert and resistant to oils, gasoline, solvents, and primer, if one is required. The bond breaker must not stain or adhere to the sealant. Bond breakers shall be either a backer rod or tape identified and used in accordance with the following:

1. BACKER RODS: Type L-A closed-cell expanded polyethylene foam backer rod. Type M-A closed-cell polyolefin foam backer rod which has a
closed-cell skin over an open-cell core.

TEST REQUIREMENTS: Both types of backer rod shall meet the following requirements:

Density (ASTM D 1622) Tensile Strength (ASTM D 1623) Water Absorption (ASTM C 1016)

30 kg/m3 Minimum 170 kPa Minimum 50 g/mm3 Maximum

2. BOND BREAKING TAPES: Type N-Bond breaking tape shall be made from extruded
polyethylene and shall have a pressure sensitive adhesive on one side. Bond breaking tapes may be used with all three types of silicone but is suitable for bridge joints only. Bond breaking tapes shall have a minimum thickness of 0.13 mm.

C. CERTIFICATION: The manufacturer of the joint sealant shall furnish certified test results on each lot of sealant furnished to a project. All of the test requirements of this specification shall be certified to except the Bond To Concrete Mortar and Shore Durometer Hardness at -18C.

D. ACCEPTANCE: Silicone sealants submitted for initial approval and meeting the material requirements of this specification cannot be accepted until field evaluations are made. The manufacturer must furnish at no cost to the Department a minimum of 100 L of the material. The material will be installed by the Department in roadway and/or bridge joints and must go through two winters without failure before being accepted. Even though a sealant or bond breaker has been evaluated and approved, failure to perform adequately in actual use will be just cause for rejection.

833.07 NEOPRENE FOR BRIDGE DECK JOINT SEALS: The neoprene material for bridge deck joint seals shall be a vulcanized elastomeric compound using polymerized chloroprene as the only basic elastomer. The neoprene shall conform to the following requirements:

991

833.08

A. PHYSICAL REQUIREMENTS:

~
Tensile Strength: Before Aging MPa min. After Oven Aging 70 hrs. @ lOOC
Loss, percent max.

Requirements Test Method

10

ASTM D 412

30

ASTM D 573

Elongation At Breaks:

Before Aging, percent min.

250

After Oven Aging 70 hrs. @ lOOC

percent max.

40

ASTM D 412 ASTM D 573

Hardness Type A Durometer: Before Aging After Oven Aging 70 hrs. @
100C Points Change After 70 hrs. @ - lOoC Point Change

63 10
0 to + 15 0 to + 15

ASTM D 2240
ASTM D 2240 ASTM D 2240

Ozone Resistance, After 70 hrs. @ 40C Under 20% Strain in 300 pphm in air (Specimens wiped with toluene before test to remove surface contamination)

No Cracks

ASTM D 1149

Weight Change In Oil After 22 hrs. in

Oil No.2 (ASTM D 471)

Weight Change percent max.

45

AASHTO M 220

Recover Under 50% Deflection

(Type II only)

After 70 hrs. @ lOOC percent min.

85

After 72 hrs. @ -lOoC percent min.

88

After 22 hrs. @ -30C percent min.

85

AASHTO M 220 AASHTO M 220 AASHTO M 220

B. CERTIFICATION: The manufacturer ofthe joint seal system shall furnish certified test results in accordance with Sub-Section 106.05.

833.08 ETHYLENE PROPYLENE DIENE MONOMER FOR BRIDGE DECK JOINT SEALS: The Ethylene Propylene Diene Monomer (EPDM) material for bridge deck joint seals shall be 100 percent EPDM compound conforming to the following requirements:

A. PHYSICAL REQUIREMENTS:

~
Hardness, Type A Durometer Tensile Strength Elongation at Break Low Temperature

Requirements Test Method

80 5 14MPa min. 200% Not Brittle at -55C

ASTMD2240 ASTMD412 ASTMD412
ASTMD 746

992

833.09

Weather Resistance Ozone Resistance (After 70 hrs.
38C, under 20% strain, 100 PPHM in air)

No Cracks ASTMD 1171 No Cracks ASTM D 1149

B. CERTIFICATION: The manufacturer ofthe joint seal system shall furnish certified test results in accordance with Sub-Section 106.05.

833.09 POLYURETHANE SEALANT FOR INDUCTIVE LOOPS: The polyurethane sealant shall be a one component, moisture curing, flexible sealant formulated to encapsulate inductive detector loop wires and leads embedded in asphaltic concrete or Portland cement concrete. The sealant must remain flexible to-30C to protect the wire from stress of pavement movement. The flow characteristics of the sealant shall allow full depth wire encapsulation but resist flow-out on inclined or crowned roads. The sealant shall be compatible with asphaltic concrete. When installed in a simulated joint in the laboratory, the sealant shall not soften the asphaltic concrete to a degree that would cause widening of the joint. The cured polyurethane sealant shall conform to the following requirements:

A. PHYSICAL REQUIREMENTS:

~
Hardness, Type A Durometer

Requirement Test Method

35-85

ASTMD2240

Tensile Strength (kPa, min,)

1035

ASTMD412

Die C Pulled

at 500 mm/min.

Elongation

200% min.

ASTMD412 Die C Pulled at 500 mm/min.

Flexibility (-30C)

No Cracks

0.64 mm Free Film Bend (180) over 13 mm Mandrel

Weathering Resistance

Slight Chalking

ASTMD 822 Weatherometer 350 hrs. Cured 7 Days 25C 50% Relative Humidity

B. CERTIFICATION: The manufacturer of the loop sealant shall furnish certified test results in accordance with Sub-Section 106.05.
C. ACCEPTANCE: Polyurethane sealant for inductive loops submitted for initial approval and meeting the material requirements of this specification cannot be accepted until field evaluations are made.
The manufacturer must furnish at no cost to the Department a minimum of twelve 857-mL cartridges of the material. The material will

993

833.10

be installed by the Department in asphaltic inductive loops and must go through one winter without failure before being accepted.

Even though a sealant has been evaluated and approved, failure to perform adequately in actual use will be just cause for rejection.

833.10 PREFORMED FOAM JOINT FILLER: Preformed foam joint filler shall be polyethylene, polyurethane, neoprene, natural rubber, or isomeric polymer closed cell foam and ultraviolet stable resistant to oils, chemicals, ozone and weathering. The joint filler shall conform to the following physical requirements:

A. PHYSICAL REQUIREMENT:

Cell Structure (Compression-Deflection. compression to 50% of original thickness)

Closed Cell 70 -140kPa

Recovery (After 50% compression of original thickness) Water Absorption

95% min. 1% volume max.

Extrusion at 50% Compression of original thickness

6 mm

B. TEST METHODS: Test methods shall be in accordance with ASTM D 1752.

SECTION 834-MASONRY MATERIALS
834.01 BRICK: Brick for use in masonry catch basins, inlets, and manholes shall have a nominal size of 190 mm x 90 mm x 57 mm or 178 mm x 90 mm x 90 mm or 273 mm x 90 mm x 90 mm. Other sizes may be used if approved by the Office of Materials and Research. All bricks shall be relatively straight, sound, and uniform in quality. Clay brick shall give a clear ringing sound when two bricks are struck together.
A CLAY OR SHALE BRICK: Clay or Shale Brick shall meet the requirements of AASHTO M 91 except that the maximum absorption of any individual brick shall not be more than 16 percent when submersed in cold water for 24 hours.
B. CONCRETE BRICK: Concrete Brick shall meet the requirements of ASTM C 55.
834.02 MASONRY STONE: Stone for rubble masonry shall be of approved quality, sound, durable, and free from segregations, seams, cracks, pyrite intrusions and other structural defects or imperfections tending to destroy its resistance to weather. The percent wear shall not be more than 65 and the loss after five cycles of the magnesium sulfate soundness test shall not exceed 15

994

836.01

percent. It shall be free from rounded, worn or weathered surfaces, and all exposed faces shall be free from scars caused by the quarrying operation. All
weathered stone will be rejected. Masonry Stone shall be of such character that it can be truly wrought to such lines and surfaces, whether curved or plain, as are required. Individual stones shall have a thickness of not less than 150 mm and a width of not less than 300 mm, except for filling the interior of walls.

TESTS: Methods of tests shall be in accordance with the following:

Percent Wear Soundness

AASHTO T 96 AASHTO T 104

834.03 MORTAR AND GROUT: Mortar and Grout shall consist of fresh mixtures of one part portland or masonry cement to three parts of mortar sand
and water. Hydrated lime may be added, when portland cement is used, in amounts not exceeding 10 percent of the weight of cement.

A. CEMENT REQUIREMENTS: The Cement used may be either Portland cement meeting the requirements of Sub-Section 830.01 or masonry cement meeting requirements of AASHTO M 150.

B. MORTAR SAND: Sand for mortar shall conform to requirements of SubSection 801.02.

C. MIXING: The materials shall be mixed dry, in a mixer or in a clean, tight box, until a uniform mixture is produced; after which enough water shall be added to produce the desired consistency. Mortar and grout which has been mixed more than 45 minutes shall not be used. Retempering of mortar will not be permitted.

SECTION 835-ALUMINUM POWDER

835.01 ALUMINUM POWDER: Aluminum Powder for Expanded Mortar shall consist of commercially pure aluminum and shall be of the nonleafing, unpolished and low grease variety. The gradation of the coarse particles shall be as follows:

Not more than 0.2% retained on 150 J.lm sieve. Not more than 10% retained on 45 J.lm sieve.

TESTS: Methods of tests shall be in accordance with the following:

Fineness

ASTM D 480

SECTION 836-SPECIAL SURFACE COATING FOR CONCRETE
836.01 DESCRIPTION: This section covers products to be used to produce a masonry-like textured finish on specified surfaces as a decorative, protective and water repellent coating. Grout type coatings shall meet the requirements specified herein and the requirements of Interim Federal Specification TT-P0035. Paint type coatings shall meet the requirements herein and the requirements of Federal Specification TT-C-555B.
995

836.01
A COMPOSITIONAL CHARACTERISTICS: The special sunace coatings shall be classified A or B as follows and
shall adhere to the compositional characteristics below. Class A-Acrylic Polymer Modified Portland Cement Grout The coating shall consist of an adhesive grout composed of portland
cement, acrylic polymer modifiers, masonry sand, and water. The acrylic polymer modifiers shall be added to the cement grout in the form of an emulsion.
Class B-Organic Resin Binder Type Coating These coatings shall consist of pigmented organic binders with suitable texturing agents. The coatings shall be further classified by solvent/thinner type and by resin type. Type I-Acrylic Emulsion These coatings shall consist of a pigmented acrylic resin binder with suitable texturing agregate additions. The resinous binder shall be a one hundred percent (100%) acrylic polymer. No poly vinyl acetate or styrene butadiene polymers shall be allowed as modifying agents. Type 2-Organic Solvent Thinned a. Vinyl toluene/acrylate copolymer These coatings shall consist of pigmented vinyl toluene/acrylate copolymer binder in compatible organic solvents with suitable texturing aggregate additions. The resinous binder shall be a vinyl toluene/acrylate copolymer resulting from an emulsion polymerization process. b. Oil modified alkyd resin These coatings shall consist of pigmented oil modified alkyd resins in compatible organic solvents with suitable texturing aggregate additions. This coating is intended only for dry, well cured portland cement concrete.
B. CERTIFICATION REQUIREMENTS: The manufacturer of coating materials shall provide certified test
reports from an approved independent laboratory covering tests required herein and in the referenced Federal Specification. Any change in the coating formulation shall require submission of new certified test reports. In addition to the requirements of the applicable Federal Specifications, the producer shall certify the following quantitative characteristics: total solids, percent by weight of the paint; vehicle, percent by weight of the paint; vehicle solids, percent by weight of the vehicle; and unit weight.
C. TEST REQUIREMENTS: The coating material shall meet the applicable Federal Specification
and the following requirements when tested in accordance with GDT-71, Method of Tests of Evaluating Special Surface Coatings for Concrete:
1. FREEZE-THAW RESISTANCE The coating shall exhibit no evidence of cracking, checking, pitting nor loss of adhesion at the conclusion of 50 freeze-thaw cycles.
2. ACCELERATED WEATHERING: The coating shall show no evidence of cracking, checking or loss of adhesion and no more than slight
996

837.03
discoloration at the completion of 5000 hours exposure in a twin arc weatherometer. The weatherometer procedure in GDT-71 shall be used.
D. MATERIAL REQUIREMENTS: This material shall be a fine to heavy textured coating and shall form a
tough adhesive bond to the concrete. Coatings shall be capable of being applied at the rate of 1.25 0.25 m2/L without run or sag on vertical surfaces. The coating shall develop a mi~imum of 0.38 mm dry film thickness at the application rate of 1.25 m fL. Color will be a lusterless gray to match Federal Standard color No. 36622 unless otherwise specified on the plans.
E. PERFORMANCE EVALUATION PERIOD: In addition to the previous requirements, no coating shall be approved
prior to completion of a two year field test installation.
SECTION 837-POLYMER CONCRETE
837.01 DESCRIPTION: This material shall be methyl methacrylate (MMA) or polyester polymer concrete consisting of a two-component, solvent-free resin and selected clean, dry aggregate. The polymer concrete shall be bonded to the substrate using the manufacturer's recommended primer.
The primer shall be a two component system recommended by the polymer concrete manufacturer. After mixing, it shall be applicable by brushes or other suitable means and shall be tack-free within an hour of mixing.
The polymer concrete shall be a color similar to Portland cemjOlnt concrete and shall have the capability of being mixed and placed in a similal' manner as Portland cement concrete. Some manufacturers allow the addition of dry aggregate at the job site to increase the yield; however, this is not to be done unless approval is given by the Office of Materials and Research.
837.02 PACKAGING AND STORAGE: Polymer concrete shall be packaged in strong moisture-proof paper bags or other suitable containers capable of withstanding shipping, normal handling, and storage without breakage. Under storage conditions of 4C to 38C with a maximum relative humidity of 90 percent, the material shall have a minimum storage life of six months.
Each container of the components of the polymer concrete system will be clearly labeled with the following information:
1. Component designation. 2. Manufacturer's batch number. 3. Mixing instructions. 4. Potential hazards and precautions shall be displayed in accordance with
the Federal Hazardous Products Labeling Act.
837.03 PHYSICAL REQUIREMENTS AND TEST METHODS: Polymer concrete shall conform to the following requirements when tested in accordance with the required test methods:
997

838.01

A. PHYSICAL REQUIREMENTS: 1. Setting Time

a. Initial Set b. Final Set

12 Minutes minimum 60 Minutes maximum

2. Flexural Strength

7.5 MPa minimum at 24 hours

3. Minimum Compressive Strength (25C 3C)

2 hours 24 hours 7 days (air cure) 7 days (moist cure)

15 MPa 35 MPa 40 MPa 40 MPa

4. Water Absorption 5. Shrinkage

4% maximum 0.13% maximum

6. Shear Bond Strength

1.5 MPa in 24 hrs. minimum

B. TEST METHODS: Mixing instructions of the manufacturers will be followed and all test specimens are to be air cured except for the 7 day moisture cure compressive strength cubes.

Setting Time Flexural Strength
Compressive Strength
Absorption Shrinkage

ASTMC 807 AASHTOT97 75 mm x 75 mm x 400 mm
specimens ASTM C 109 or C 31 whichever is applicable ASTM C 140 ASTM C 531

NOTE: Shear Bond Strength-An 200 mm x 50 mm x 13 mm polymer patch is cast on an air cured 75 mm x 75 mm x 200 mm cured concrete mortar base. The base and polymer patch are then sawed into 50 mm segments for testing. A holding device and plunger are to be used to apply a load at a rate of 1.3 mm per minute to the patch until failure occurs. The shear bond strength (MPa) equals the load in newtons divided by the interfacial area ofthe patch in square millimeters.

SECTION 838-GRAFFITI PROOF COATING FOR CONCRETE
838.01 DESCRIPTION: This section covers products to be used to produce two protective coatings and an effective graffiti removal system over specified surfaces. Coatings shall meet the requirements as specified herein.
A. CERTIFICATION REQUIREMENTS: Approved Graffiti Guards will be shown on the Qualified Products List. A
yearly sample shall be subniitted for evaluation along with annual warranty or whenever product formulation is changed.

998

839.03
B. TEST REQURIEMENTS: Graffiti guard systems shall conform to procedures in this specification
and when special surface coatings are used as base coats, the special surface coatings shall meet Section 836. Compatability of the two coatings as a Graffiti Guard system will be evaluated.
1. FREEZE-THAW RESISTANCE: The coating shall exhibit no evidence of cracking or loss of adhesion, and promote easy removal of dried paint using a cleaner supplied by the producer or a commercial paint stripper after conclusion of 100 freeze-thaw cycles.
2. ACCELERATED WEATHERING: The coating shall show no evidence of cracking or loss of adhesion and no discoloration at the end of 1500 hours exposure in a twin Arc-Weatherometer.
SECTION 839-CORRUGATED POLYETHYLENE UNDERDRAIN PIPE
839.01 CORRUGATED POLYETHYLENE UNDERDRAIN PIPE: Corrugated polyethylene underdrain pipe and fittings for use primarily as highway underdrain and temporary slope drains shall conform to the requirements of AASHTO M 252, except the maximum elongation shall be 10 percent. The gagelength for determining percent elongation shall be 900 mm 3 mm.
839.02 BASIS OF ACCEPTANCE: To qualify, a manufacturer must present evidence of an acceptable quality control procedure for control of raw materials and manufacturing processes as well as a yearly notarized certification stating that all pipe furnished is manufactured to meet this Specification.
Pipe supplied from plants operating on certified acceptance status may be utilized in construction without prior evaluation by lots. Random plant inspections will be conducted and random samples will be obtained at the plant or on the project for testing. Plants will be removed from the certified acceptance status at any time due to inadequate quality control or noncompliance of the pipe material specifications. Unless otherwise specified, pipe must be supplied in individual lengths with no lengths shorter than 3 m. Coils will not be permitted for pipe 150 mm or larger in diameter.
839.03 STORAGE AND USE:
A. Approved or untested material which has been directly exposed to sunlight for more than 6 months shall be tested prior to use.
B. Polyethylene will melt and burn when exposed to flame. The tubing should be stored and used accordingly.
C. This product is flexible, thin-walled, and will temporarily weaken when heated. Caution must be used to avoid crushing or stretching on hot days with bright sunlight.
D. Pipe lengths which have developed permanent bend such that reasonable straight alignment cannot be obtained shall be rejected. Straightening of individual lengths by force will be permitted provided no stress cracking is produced.
999

840.01
SECTION 84o-CORRUGATED ALUMINUM ALLOY PIPE
840.01 CORRUGATED ALUMINUM ALLOY CULVERT AND UNDERDRAIN PIPE: Corrugated Aluminum Alloy Pipe shall meet the requirements of AASHTO: M 196. The inspection of Corrugated Aluminum Alloy Pipe shall be in accordance with GDT 17.
840.02 CORRUGATED ALUMINUM ALLOY SLOPE DRAIN PIPE: Corrugated Aluminum Alloy Slope Drain Pipe shall conform to all Requirements of Sub-Section 840.01, except that the pipe shall not be perforated.
840.03 BITUMINOUS COATED CORRUGATED ALUMINUM ALLOY CULVERT PIPE: Bituminous Coated Corrugated Aluminum Culvert Pipe shall meet the requirements of Sub-Section 840.01. In addition it shall be bituminous coated in accordance with the requirements of AASHTO M 190 for the type coating specified.
840.04 CORRUGATED ALUMINUM ALLOY STRUCTURAL PLATE FOR PIPE, PIPE-ARCHES AND ARCHES: Corrugated Aluminum Alloy Structural Plate for Pipe, Pipe Arches and Arches shall meet the requirements ofAASHTO M 219.
SECTION 841-IRON PIPE
841.01 CERTIFICATION: Each item under this section requires a certification from the manufacturer. This certification shall be in accordance with Sub-Section 106.05 and shall show the chemical and physical properties of the materials and their conformance with the Specification.
841.02 CAST IRON SOIL PIPE AND FITTINGS: Cast Iron Soil Pipe and Fittings shall conform to the requirements of ASTM A 74 including coating inside and outside.
A. RUBBER GASKET JOINTS: Rubber gasket joints for cast iron soil pipe shall conform to the requirements of ASTM C 564.
B. LEAD JOINTS: The lead for these joints shall be refined and shall conform to the requirements of ASTM B 29. Reclaimed lead will not be permitted.
C. PLAIN END CAST IRON SOIL PIPE: Plain end cast iron soil pipe may be joined with steel bolted couplings meeting the requirements of Sub-Section 848.02.
841.03 DUCTILE IRON PIPE AND APPURTENANCES: Ductile iron pipe shall conform to the requirements of ANSIIAWWA A 21.50 and A 21.51 for the class and joint specified.
A. FITTINGS: Fittings for ductile iron pipe shall conform to the requirements of ANSI/AWWA A 21.10 for the class and joint specified.
B. RUBBER GASKET JOINTS: Rubber gasket joints for ductile iron pipe shall conform to the requirements of ANSIIAWWA A 21.11.
C. FLANGES: Flanges for ductile iron pipe shall conform to the requirements of ANSIIAWWAA21.11.
1000

843.02
D. PLAIN END DUCTILE IRON PIPE: Plain end ductile iron pipe may be joined with steel bolted couplings meeting the requirements of Sub-Section 848.02.
E. CEMENT MORTAR LININGS: Cement Mortar Linings shall conform to the requirements of ANSI/AWWA A 21.4. Ductile iron pipe and fittings above shall be cement mortar lined unless otherwise specified.
SECTION 842-CLAY PIPE
842.01 VITRIFIED CLAY SEWER PIPE: Vitrified clay sewer pipe shall conform to the requirements of AASHTO M 65 extra strength.
Compression joints for vitrified clay pipe and fittings shall conform to the requirements ofASTM C 425.
SECTION 843-CONCRETE PIPE
843.01 REINFORCED CONCRETE PIPE: Reinforced Concrete Pipe shall meet the requirements of AASHTO M 170M with the following modifications and additions:
A. Coarse Aggregate shall conform to the requirements of Sub-Section 800.01., except that the requirements for gradation shall not apply.
B. Fine Aggregate shall meet the requirements of Sub-Section 801.02., except that gradation requirements shall not apply.
C. Fly Ash used as an admixture shall meet the requirements of Sub-Section 831.03.A.
D. Water shall meet the requirements of Sub-Section 880.01.
E. Before manufacture, the manufacturer may request approval of modified designs which differ from those given in the Specifications.
F. The manufacturer of concrete pipe shall file with the Engineer a certificate stating that all concrete pipe manufactured for the use of the Department contains at least the minimum requirements of reinforcement steel specified herein. The certificate shall be sworn to for the manufacturer by a person having legal authority to bind the company. The manufacturer shall submit with the certificate a guarantee providing that all concrete pipe will be replaced, without cost to the purchaser, if the reinforcement steel does not meet these Specifications; and the guarantee shall be worded so as to remain in effect as long as the manufacturer continued to furnish concrete pipe for the use of the Department. This will not limit the right of the Department to make inspections and checks of the materials in manufactured concrete pipe prior to and during the construction of pipeline.
G. Methods of testing and inspection shall include GDT-16.
843.02 NONREINFORCED CONCRETE PIPE: Nonreinforced Concrete Pipe intended to be used for the conveyance of sewage, industrial waste and storm water shall conform to the requirements of AASHTO M 86M, Class II with the following modifications and additions:
1001

843.03
A. Coarse aggregate shall conform to the requirements of Sub-Section 800.01., except that the requirements of the gradation shall not apply.
B. Fine aggregate shall meet the requirements of Sub-Section 801.02., except the gradation requirements shall not apply.
C. Fly Ash used as an admixture shall meet the requirements of Sub-Section 831.03.A.
D. Water shall meet the requirements of Sub-Section 880.01.
E. Methods of inspecting and testing shall include GDT-16.
843.03 CONCRETE UNDERDRAIN PIPE: Unless otherwise restricted on the Plans, Concrete Underdrain Pipe shall
conform to the requirements of AASHTO M 175M or AASHTO M 176M, with the following modifications and additions:
A. Coarse Aggregate shall conform to the requirements of Sub-Section 800.01, except that the requirements for gradation shall not apply.
B. Fine Aggregate used in standard strength perforated nonreinforced Concrete Underdrain Pipe shall meet the requirements of Sub-Section 801.02., except the gradation requirements shall not apply.
C. Fly Ash used as an admixture shall meet the requirements of Sub-Section 831.03., Type A.
D. Water shall meet the requirements of Sub-Section 880.01.
E. Methods of inspecting and testing shall include GDT 16.
SECTION 844-STEEL PIPE
844.01 CORRUGATED STEEL CULVERT PIPE AND PIPE ARCHES: Corrugated Steel Culvert Pipe and Pipe Arches shall conform to the requirements of Type I or II culvert pipe. AASHTO M 36M for the specified dimensions and thicknesses with the following exception:
The requirements of AASHTO M 36M, Section 9 are modified to provide that all Slope Drain Pipe with the exception of Temporary Slope Drain shall be connected with standard one or two piece bands which completely engage a minimum of one corrugation on each side of the joint or elbow section.
Connecting bands with projections as described in AASHTO M 36M, Section 9 will be allowed for Temporary Slope Drain pipe, Storm Drain and Side Drain pipe.
Shop-formed elliptical pipe and shop-strutted pipe shall be furnished where specified.
Special sections, such as elbows and flared end sections for these conduits shall be of the same plate thickness as the conduit to which they are joined, and shall conform to the applicable requirements of AASHTO M 36M modified as described above.
844.02 BITUMINOUS COATED CORRUGATED STEEL CULVERT PIPE: Bituminous Coated Corrugated Steel Pipe shall conform to the
1002

844.05

requirements of AASHTO M 190 for the specified sectional dimensions, plate thickness and type of bituminous coating. Coupling bands shall be fully coated with bituminous material. Shop-formed elliptical pipe and shop-strutted pipe shall be furnished where specified.
Special sections, such as elbows and flared end sections, for these conduits shall be of the same plate thickness as the conduit to which they are joined and shall conform to the applicable requirements of AASHTO M 190. CQating and invert paving shall be of the type specified.

844.03 STEEL STRUCTURAL PLATE FOR PIPE-ARCHES, AND ARCHES: Corrugated Steel Plate Pipe, Pipe Arches and Arches shall consist of structural plates and galvanized corrugated steel of the size, shape, and thickness shown on the Plans. They shall conform to the requirements of AASHTO M 167M and AASHTO M 36M, and the following additional requirements when applicable.

A. BITUMINOUS COATING: If bituminous coating is specified, the coating shall meet all requirements of Sub-Section 844.02. for the type specified. After the structure has been erected, but before any backfill has been placed, the Contractor shall replace any coating which may have been removed or damaged during erection either on inside or outside, with bituminous material meeting Sub-Section 844.02.

B. GALVANIZED CORRUGATED PLATES FOR PIPE: Pipe, Pipe Arch and Arches may be constructed from corrugated galvanized sheets or plates, and no further galvanizing will be required after fabrication if the spelter coating has not been injured in the shipping or erecting process.

844.04 CORRUGATED STEEL UNDERDRAIN PIPE: Full Circle Galvanized Corrugated Steel Pipe for Underdrains shall conform to the requirements of AASHTO M 36M, Type III or IlIA for the specified diameters. The thickness of the metal shall be in accordance with the following table:

Nominal Inside
Diameter (mm)
150 200 250
300
375 450 525 600

TABLE 844.1

Thickness In mm
1.32 1.63 1.63 1.63 1.63 1.63 1.63 2.00

844.05 PRECOATED, GALVANIZED STEEL CULVERT PIPE: Precoated, Galvanized Steel Pipe shall conform to the requirements of AASHTO M 245M for the specified sectional dimensions, plate thickness and type of coating. Coupling bands shall be fully precoated or fully coated with
1003

844.06
bituminous material in accordance with Sub-Section 844.02. Shop-formed elliptical pipe and shopstrutted pipe shall be furnished where specified.
Special sections such as elbows and flared end sections, for these conduits shall be ofthe same plate thickness as the conduit to which they are joined and shall conform to the applicable requirements of AASHTO M 190. Coating and inert paving shall be of the type specified.
844.06 DAMAGEO COATINGS: Damaged coatings shall be repaired in accordance with AASHTO M 243.
844.07 SMOOTH-LINEDt FIBER BONDEDt CORRUGATED STEEL PIPE: The steel materials used in the fabrication of Smooth-Lined Corrugated Steel Pipe shall conform to the requirements of AASHTO M 36M, Type I. The metal sheets shall be coated on both sides with a layer of fiber applied in a sheet form by pressing it into a molten metallic bonding medium. Immediately after the metallic bond has solidified, the fibers shall be thoroughly saturated with a bituminous saturant to a minimum thickness of 1.3 mm. An alternate to this process is to spray apply a minimum thickness of 1.3 mm of asphalt mastic material conforming to the applicable requirement of AASHTO M 243 to the corrugated metal pipe. In addition, the pipe shall be coated as required in AASHTO M 190, Type D.
844.08 ALUMINUMCOATED (TYPE 2) CORRUGATED STEEL PIPE: Corrugated Steel Pipe shall conform to the fabrication requirements of AASHTO M 36M. The steel sheet used in the fabrication shall conform to the requirements of AASHTO M 274.
SECTION 845-SMOOTH LINED CORRUGATED POLYETHYLENE (PE) CULVERT PIPE
845.01 SMOOTH LINED CORRUGATED POLYETHYLENE (PE) CULVERT PIPE: This pipe shall conform to the requirements of AASHTO M 294, Type S. Fittings and couplings shall be as recommended by the manufacturer and approved by the Office of Materials and Research. The fittings and couplings shall comply with the joint performance criteria of AASHTO Standard Specifications for Highway Bridges, Division II, Section 26. All joints shall be "soiltight" per the AASHTO bridge specifications.
845.02 STORAGE AND USE: Polyethylene pipe is sensitive to bright sunlight and the resulting elevated temperatures. Therefore, the following precautions should be taken:
A. Polyethylene will melt and burn when exposed to flame. The pipe should be stored and used accordingly.
B. The pipe will temporarily weaken if stored in direct sunlight on hot days. Caution must be used to avoid crushing the pipe during the backfilling operation.
C. Consideration should be given to testing polyethylene pipe exposed to sunlight for more than one year.
1004

847.05
D. Pipe lengths which have developed permanent bend such that reasonable straight alignment cannot be obtained shall be rejected. Straightening of individual lengths by force will be permitted provided no stress cracking is produced
SECTION 847-MISCELLANEOUS PIPE
847.01 GENERAL: The pipes covered under this section are for use in water, storm drainage and sewer installations.
Each item under this section requires a certification from the manufacturer. This certification shall be in accordance with Sub-Section 106.05.
847.02 GALVANIZED STEEL PIPE AND FITTINGS: Galvanized steel pipe shall conform to the requirements of ASTM A 53. The pipe shall be "standard weight," unless otherwise specified. Fittings shall be malleable iron conforming to the requirements of ANSI B 16.3 except the nipples and couplings shall be the same material as the pipe. All fittings including nipples and couplings shall be hot-dip galvanized in accordance with ASTM A 53.
847.03 STEEL WATER PIPE: The pipe and fittings shall conform to the requirements of AWWA C 201 or C 202 using Grade B steel plate. The pipe designation shall be by operating pressure class.
A. Bell and spigot joints for steel water pipe shall conform to the requirements of AWWA C 202.
B. Rubber gasket material shall conform to the requirements of AWWA C 301.
C. Plain end steel pipe may be joined with steel bolted couplings meeting the requirements of Sub-Section 848.02.
D. Cement mortar linings when required shall meet the requirements of AWWAC 205.
E. Coal-tar enamel lining and coating for steel pipe shall conform to the requirements of AWWA C 203.
847.04 COPPER PIPE TUBING: The pipe or tubing shall conform to the requirements of ASTM B 88, Type K
847.05 STEEL SEWER PIPE AND CASING PIPE: Steel sewer pipe and casing pipe shall conform to the requirements of ASTM A 53 or ASTM A 139 except that the hydrostatic test is not required. Unless otherwise specified on the plans the pipe shall be "standard weight."
A. Bell and spigot joints for steel sewer pipe shall conform to the requirements of AWWA C 202.
B. Rubber gasket material shall conform to the requirements of AWWA C 301.
C. Plain end steel pipe may be joined with steel bolted couplings meeting the requirements of Sub-Section 848.02.
1005

847.06
D. Cement mortar linings when required shall meet the requirements of AWWAC205.
E. Coal-tar enamel lining and coating when required for steel pipe shall conform to the requirements of AWWA C 203.
847.06 PLASTIC WATER PIPE:
A. Polyethylene (PE) pipe and tubing shall conform to the requirements of ASTM D 2239 and ASTM F 714 as they apply to PE3408. Specifically the pipe will be extruded from resin meeting the requirements of ASTM D 3350 with a cell classification of PE345434 C and ASTM D 1248 pipe grade resin Type III, Class C, Category 5, Grade P 34.
1. Nominal pipe sizes 15 mm to 80 mm inclusive meeting the requirements of ASTM D 2239 [Polyethylene (PE) Plastic Pipe (SIDR-PR) based on Controlled Inside Diameter] shall have an SIDR (Standard Thermoplastic Pipe Dimension Ratio) of 7 and be pressure rated at 1.4 MPa or as specified by the Engineer.
2. Nominal pipe sizes 80 mm to 1050 mm inclusive meeting the requirements of ASTM F 714 [Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter] shall have an SDR (Standard Dimension Ratio) and pressure rating as specified by the Engineer. The IPS (Iron Pipe Size) sizing system shall be used. This piping is intended for new construction and for insertion renewal of old piping systems used for the transport of water, municipal sewage, industrial process liquids, effluents, slurries, etc., in both pressure and non-pressure systems.
B. Poly (Vinyl Chloride) (PVC) water service line pipe shall conform to the requirements of ASTM D 2241, SDR 21 or ASTM D 1785 Schedule 40. MATERIAL: The PVC compound shall conform to the requirements of ASTM D 1784, Class 12454 B.
C. Poly (Vinyl Chloride) (PVC) water main pipe, 100 mm through 300 mm diameter, shall conform to the requirements of AWWA C 900. The dimension ratio (DR) of this pipe shall be designated on the plans.
847.07 PLASTIC TRUSS SEWER PIPE: Plastic Truss Sewer Pipe, together with the coupling and fittings shall conform to the requirements of ASTM D 2680, Acrylonitrile Butadiene-Styrene (ABS) and Poly (Vinyl Chloride) (PVC) Composite Sewer Piping.
847.08 POLY (VINYL CHLORIDE) (PVC) SEWER PIPE AND FITTINGS: PVC Sewer Pipe, Couplings and Fittings shall conform to the requirements of ASTM D 3034 (SDR 35), ASTM F 949, or ASTM F 794 (Minimum Pipe Stiffness Series 46). Joints shall have elastomeric seals which conform to the requirements of ASTM F 477. The joints shall be assembled in accordance with the manufacturer's recommendations. Joint tightness shall be tested in accordance with ASTM D 3212 by the manufacturer and certified in accordance with Sub-Section 847.01.
1006

848.02
SECTION 848-PIPE APPURTENANCES
848.01 RUBBER GASKETS FOR CONCRETE PIPE: Rubber type gaskets including o-rings shall conform to the requirements of AASHTO M 198, Type A, except that for pipe to be used in culvert construction will not require a hydrostatic pressure test. Pipe used with this type joint shall meet the applicable requirements of Section 843. If there is a conflict in permissible variations between Section 843 and AASHTO M 198 the latter shall govern.
Approved Gaskets and o-rings shall be listed in the Department's Qualified Products Manual.
848.02 STEEL BOLTED COUPLINGS: Steel Bolted Couplings for joining plain end pipe (all types).
A. COUPLINGS: Couplings shall be of the wedge-gasketed, flared sleeve type. Each coupling shall consist of one steel middle ring, two steel followers, two wedge-shaped rubber-compounded gaskets and steel bolts. Couplings shall be of the proper dimensions and type applicable to the size and kind of pipe to be joined, including reducers, when required.
B. MIDDLE RINGS:
1. Sizes 10 mm through 80 mm shall be fabricated from tubing and coldformed to provide proper flare at each end to receive the wedge portion ofthe gasket.
2. Sizes 100 mm and larger shall be made from either bar or plate-flashwelded, cold-formed, cold-expanded beyond the yield point of the steel to size the ring and proof-test the weld.
3. All welded rings shall be air-tested to be certain the weld is porous-free.
4. Middle rings shall have a bellowed portion between the flares provided for the gaskets to accommodate pipe deflection.
C. FOLLOWER:
1. Sizes 10 mm through 40 mm shall be one piece steel forgings.
2. Sizes above 40 mm through 130 mm O.D. shall be cold-formed two-piece construction.
3. Sizes 140 mm O.D. through 500 mm O.D. shall be hot-forged from a single piece circular plate and shall be water-quenched after forging for maximum strength.
4. Sizes above 500 mm O.D. shall be made from a special contoured mill section, circle-rolled, flash-welded and cold-expanded beyond the yield point of the steel to size the ring and proof-test the weld.
5. All followers shall have solid formed gasket recess, free of seams or breaks, to confine the gasket.
D. GASKETS: Gaskets shall be rubber-compounded material that will not deteriorate from age or exposure to air under normal storage or use
1007

848.03
conditions. The rubber in the gasket may be natural rubber or synthetic rubber, but shall not contain reclaimed rubber and shall otherwise meet the following specifications:
Color~et Black Surface-Nonblooming Shore "A:' Durometer Hardness-75 5 Tensile Strength-5.5 MPa minimum Elongation-175% minimum
The gaskets shall be immune to attack by impurities normally found in natural gas such as odorants, liquid hydrocarbons, carbon dioxide, and water. All gaskets shall meet the requirements of ASTM D 2000 3AA708ZB-13 except as noted above.
Material used with rubber gasket to electrically bond pipe ends to center ring shall make a permanent bond which will not be rendered ineffectual by corrosion or deterioration, and shall be molded into the tip of the gasket.
E. Bolts shall be elliptical-neck, track-head design. The elliptical neck shall correspond to the elliptical hole in the follower to prevent the bolt from turning. The shank of the bolts shall have sufficient number of threads to properly compress the gasket. The manufacturer shall furnish information as to the recommended torque to which the bolts shall be tightened.
F. COATING: Unless otherwise specified, all metal parts shall be shopcoated for protection during shipping and storage. After installation, a field coat of coal-tar enamel shall be applied to the coupling and uncoated ends of pipe in accordance with AWWA M 11. Certification: The pipe, gasket, or joint manufacturer shall furnish to the Engineer a certification showing physical properties of the rubber gasket and results of hydrostatic tests of the gasket and pipe to be used in the work in accordance with Sub-Section 106.05.
848.03 GATE VALVES: These valves shall conform to the requirements of AWWAC 500.
848.04 STERLIZING AGENTS: Hypochlorites for sterilizing water systems shall conform to the requirements of AWWA B 300.
848.05 BITUMINOUS PLASTIC CEMENT: This Specification covers a bituminous joint sealing compound which may be applied cold for sealing the joints of bell and spigot or tongue and groove storm or culvert pipe. Material furnished shall be composed of either steam-refined petroleum asphalt or of a refined coat tar, dissolved in a suitable solvent and stiffened with a mineral filler consisting of short mineral fibers.
A. PROPERTIES: The bituminous plastic cement shall be a smooth uniform mixture, not thickened or livered, and it shall show no separation which cannot be easily overcome by stirring. The material shall be of such consistency and properties that it can be readily applied with a trowel, putty knife, or caulking gun without pulling or drawing. When applied to
1008

850.03

the joint surfaces it shall exhibit good adhesive and cohesive properties. The material shall meet the following requirements:

l. When applied in a layer 2 mm to 3 mm thick on a tinned metal panel and cured at room temperature for 24 hours, the bituminous plastic cement shall set to a tough, plastic coating, free from-blisters.

Minimum Maximum

2. Grease Cone Penetration

175.00

250

3. Weight, kg/L

1.2

4. Non-Volatile, %

75.00

5. Ash, by ignition, % by weight

25.00

45

B. TESTS: Methods of tests shall be in accordance with the following:

Grease Cone Penetration Non-Volatile Ash

AASHTO T 187 ASTM D 2939 ASTM D 128

Approved materials will be listed in the Department's Qualified Products Manual.

848.06 PREFORMED PLASTIC GASKETS: Cold Applied Plastic Gaskets for sealing joints of tongue and groove concrete culverts, precast manhole, and sewer pipes shall conform to the requirements of AASHTO M 198, Type B, except that the Flash Point C.O.C. and Fire Point C.O.C. tests will not be required.
Approved materials will be listed in the Department's Qualified Products Manual.

SECTION 85O-ALUMINUM ALLOY MATERIALS
850.01 ALUMINUM ALLOY SHEET AND PLATE: Aluminum-Alloy Sheet and Plate shall meet the requirements of ASTM B 209M, Alloy 6061, TemperT6.
Certification: Certification will be required in accordance with Sub-Section 106.05.
850.02 ALUMINUM ALLOY BARSt RODSt SHAPES AND WIRE: Aluminum-Alloy Extruded Bars, Rods and Shapes shall meet the requirements of ASTMB 221M, Alloy 6061, Temper T 6.
Certification: Certification will be required in accordance with Sub-Section 106.05
850.03 ALUMINUM ALLOY BOLTS t NUTS AND SET SCREWS: Aluminum-Alloy Bolts, Nuts and Set Screws shall be made from rod meeting the requirements of ASTM B 211M, Alloy 2024, Temper T 4. Bolt heads and nuts shall be heavy hexagon, meeting the requirements of ANSI B 18.2.
Threads shall be coarse series, class 6 fit, meeting the requirements of ANSI B l.1M.

1009

850.04
The finished bolts, nuts and set screws shall be heat treated to the T 4 temper, given an anodic coating of at least 5 J.lm in thickness, and chromate sealed.
Certification: Certification will be required in accordance with Sub-Section 106.05.
850.04 ALUMINUM ALLOY WASHERS: Aluminum-Alloy Washers shall be made from aluminum-alloy sheet or plate meeting the requirements of ASTM B 209M, Alc1ad Alloy 2024, Temper T 4.
Certification: Certification will be required in accordance with Sub-Section 106.05.
850.05 ALUMINUM ALLOY RIVETS: Aluminum-Alloy Rivets shall meet the requirements ofASTM B 316M, Alloy 6061, Temper 6.
Certification: Certification will be required in accordance with Sub-Section 106.05.
850.06 ALUMINUM ALLOY SHIMS: Aluminum-Alloy Shim material shall be made from aluminum-alloy sheet or plate meeting the requirements of ASTM B 209M, Alloy 1100, Temper O.
Certification: Certification will be required in accordance with Sub-Section 106.05.
850.07 ALUMINUM ALLOY EXTRUDED TUBING: Aluminum-Alloy Extruded Tubes shall meet the requirements of ASTM B 221M, Alloy 6061, Temper 6.
Certification: Certification will be required in accordance with Sub-Section 106.05.
850.08 ALUMINUM ALLOY PIPE: Aluminum-Alloy Pipe shall meet the requirements of ASTM B 241M, Alloy 6061. Temper T 6 shall be furnished unless otherwise specified.
Certification: Certification will be required in accordance with Sub-Section 106.05.
SECTION 851-8TRUCTURAL STEEL
851.01 STRUCTURAL STEEL: The grade of structural steel and its ASTM or AASHTO designation will be specified in the Plans. The steel furnished shall conform to all requirements of the governing ASTM or AASHTO Specification, as well as this Specification and Plan requirements:
A. TOUGHNESS TESTS: Charpy V-Notch tests are mandatory for materials designated on the Plans as main load carrying member components subject to tensile stress. All steel supplied for such purpose shall meet the appropriate supplementary requirement, S83 or S84, of ASTM A 709M. Charpy V-Notch sampling procedures shall be in accordance with ASTM A 673M. Charpy V-Notch testing shall be in accordance with ASTM E 23.
B. CERTIFICATION: Certification will be required in accordance with Sub-Section 106.05.
1010

852.03
SECTION 852-MISCELLANEOUS STEEL MATERIALS
852.01 STEEL BOLTS, NUTS AND WASHERS
A. BOLTS AND NUTS: Bolts and nuts shall be Hex or Heavy Hex as required and shall meet the applicable requirements of ASTM F 568. All threads shall be Metric Screw Threads as specified in the latest issue of ANSI B LIM. Bolts shall have Class 6H threads. Nuts shall have Class 6G threads. Bolts transmitting shear shall be threaded to such a length that no more than one thread will be within the grip of the metal. The bolts shall be long enough to extend entirely through their nuts but no more than 6 mm beyond them.
B. WASHERS: Washers shall meet the requirements of ASTM F 844 unless otherwise specified.
C. GALVANIZING Where galvanized materials are specified all bolts, nuts, and washers shall be galvanized by the hot-dip method in accordance with ASTM A 153, Class C or mechanically deposited in accordance with ASTM B 695, Class 50.
852.02 ANCHOR BOLTS, NUTS, AND WASHERS: Anchor bolts, nuts, and washers for structural supports including supports for highway signs, street lighting, traffic signals, bridge bearing plates, and other similar applications shall meet the requirements of AASHTO M 314 Grade 370 unless otherwise shown on the Plans. Supplementary Requirement S 1 of AASHTO M 314 shall apply. The grade, shape, and dimensions shall be designated on the Plans. Grade 724 will not be allowed.
GALVANIZING: Where galvanized materials are specified all bolts, nuts, and washers shall be galvanized by the hot-dip method in accordance with ASTM A 153 and the Plans.
852.03 HIGH TENSILE STRENGTH BOLTS: High Tensile strength bolts shall meet the requirements of ASTM A 325M or ASTM A 490M as specified on the Plans. ASTM A 325M bolts may be zinc coated, as required, by the hot-dip or mechanically deposited process. ASTM A 490M bolts shall not be hot-dipped, mechanically, or electroplated with zinc or other metallic coatings as such bolts are subject to hydrogen embrittlement with subsequent stress corrosion cracking and delayed brittle failure in service.
The following changes or additions to ASTM A 325M and/or ASTM A 490M shall apply:
A. BOLTS:
1. ASTM A 325M galvanized bolts shall be tested for embrittlement in accordance with ASTM F 606M Section 7.
2. Proof load tests (ASTM F 606M Method 1) are required for all ASTM A 325M and ASTM A 490M bolts.
B. NUTS:
1. Allowable nuts for high tensile strength bolts shall be as follows:
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852.03

Bolt Spec" Type and Finish A 325M, 1, plain

Nut Spec" Grade and Finish A 563M, 8S or 8S3, plain

A 325M, 1, zinc coated A 325M, 3, plain

A 563M, 8S, zinc coated A 563M, 8S3, plain

A 490M, 1 or 2, plain

A 563M, lOS or 10S3 plain

A 490M, 3, plain

A 563M, 10S3, plain

2. All galvanized nuts shall meet the Supplementary Requirements of ASTM A 563M. Galvanized nuts shall have an additional lubricant that is clean and dry to the touch. The lubricant shall have a color that contrasts with the zinc coating so its presence is visually obvious at the job site.

3. Proof load tests are required for all nuts, plain and zinc coated, using the method described in ASTM F 606M Section 4.2. If the nuts are to be used with galvanized bolts the proof load test shall be made after the nut is galvanized, overtapped, and lubricated.

C. WASHERS:

1. Washers to be used with ASTM A 325M or ASTM A 490M bolts shall conform to the requirements of ASTM F 436M. Washers shall have the same type coating or surface finish as the bolts and nuts.

D. FASTENER ASSEMBLIES (BOLT, NUT, AND WASHER)

1. Unless otherwise approved by the Engineer assemblies requiring a zinc coating shall be coated in accordance with ASTM A 153. Coating thickness measurements shall be taken on the wrench flats. No single spot coating thickness measurement shall be less than the required individual Specimen value shown on Table 1 of ASTM A 153, when taken in accordance with ASTM Recommended Practice E 376.

2. Hardness tests on galvanized components shall be performed after the item has been galvanized and then the coating removed.

3. Rotational-capacity tests are required and shall be performed in accordance with this Specification, on all black or galvanized (after galvanizing) assemblies, by the manufacturer or distributor prior to shipping. Each combination of bolt production lot, nut lot, and washer lot shall be tested as an assembly.

4. Bolts, nuts and washers from each rotational-capacity lot shall be shipped in the same container. If there is only one production lot number for each size nut and washer, the nuts and washers may be shipped in the same container. Each container shall be permanently marked with the rotational-capacity lot number such that identification win be possible at any stage prior to installation.

5. Assemblies furnished to projects shall have a minimum of three assemblies per rotational-capacity lot sampled and the rotational-

1012

852.03
capacity test performed by the Office of Materials and Research.
6. Black bolts, nuts and washers must be "oily" to the touch when installed. Weathered or rusted bolts, nuts, and washers must be cleaned and re-Iubricated prior to installation.
7. Improperly stored galvanized assemblies will develop white rust. Bolts, nuts, and washers showing evidence of white rust must be cleaned and the nut re-Iubricated in accordance with Sub-Section 852.03.B.3.
8. The project engineer may require additional rotational-capacity tests on assemblies covered by Sub-Section 852.03.E.5 and 852.03.E.6.
E. PROCEDURE FOR PERFORMING ROTATIONAL CAPACITY TEST ON BOLTS TOO SHORT TO FIT IN TENSION CALIBRATOR
EQUIPMENT REQUIRED:
1. Calibrated manual torque wrench and a 300 mm long wrench.
2. Spacers and/or washers with holes that do not exceed the bolt diameter by +2 mm for bolts equal to or less than 24 mm in diameter. The hole size for larger bolts shall not exceed the bolt diameter by +3 mm.
3. Steel section with holes to match bolt sizes. It is preferable that the plate thickness be such that the requirements of Step 1 below can be met without the use of spacers, but if necessary, spacers can be used. Mark off a vertical line and lines 'fa of a turn, 120 degrees; '12 of a turn 180 degrees; and % of a turn, 240 degrees from vertical in a clockwise direction on the plate.
PROCEDURE:
1. Measure the bolt length, the distance from the underside of the bolt head to the end of the bolt. Install nut on bolt and measure the stick-out of the bolt when three to five full threads of the bolt are located between the bearing face of the nut and the bolt head.
2. Install the bolt in the appropriate size hole and, if necessary, install the required number of spacers to produce the thread stick-out measured in Step 1 (at least one washer must always be used under the nut).
3. Snug the nut with the hand wrench. Snug condition should be the normal effort applied to a 300 mm long wrench. The applied torque should not exceed 20% of the torque determined in Step 5.
4. Match mark the nut to the vertical (0 degree) stripe on the plate.
5. Tighten the bolt by turning the nut with the torque wrench to the rotation listed below. A second wrench must be used to prevent rotation of the bolt head during tightening. Record the torque required to reach this rotation. Torque must be measured with the nut in motion.
1013

852.03
Bolt Length (measured in Step 1)
Required Rotation

4 Bolt diameters
or less
1/3

Greater than 4 but no more than 8 bolt
diameters
1/2

Greater than 8 bolt diameters
2/3

The measured torque in newtonmeters shall not exceed the values listed below. Assemblies which exceed the listed torques are unsatisfactory and shall be rejected.

Nommal Bolt Dia. (mm)
AS25M
A490M

M16 M20 419 817 525 1026

M22 1111 1395

M24 1415 1773

M27 2070 2592

M30 2813 3520

M36 4912 6158

6. Continue tightening the nut to the rotation listed below. The rotation is measured from the initial marking in Step 4. Assemblies which fail prior to reaching this rotation, either by stripping or fracture, are unsatisfactory and shall be rejected.
7. Loosen and remove nut and examine the bolt and nut threads. Any evidence of thread shear, stripping or torsional failure is unacceptable and the assembly shall be rejected.

Bolt Length (measured in Step 1)
Required Rotation

4 Bolt diameters
or less
2/3

Greater than 4 but no more than 8 bolt
diameters
1

Greater than 8 bolt diameters
1-1/3

F. PROCEDURE FOR PERFORMING ROTATIONAL CAPACITY TEST ON LONG BOLTS IN TENSION CALIBRATOR
EQUIPMENT REQUIRED:
1. Calibrated bolt tension measuring device of size required for bolts to be tested. Mark off a vertical line and lines 1fs of a turn, 120 degrees; and 2fs of a turn, 240 degrees, from vertical in a clockwise direction on the face plate ofthe calibrator.
2. Calibrated manual torque wrench. 3. Spacers and/or washers meeting the requirements ofE.2 above.
4. Steel section to mount bolt calibrator.
1014

852.03

PROCEDURE:

1. Measure the bolt length, the distance from the underside of the bolt head to the end of the bolt. Install nut on bolt and measure the stick-out of the bolt when three to five full threads of the bolt are located between the bearing face of the nut and the bolt head.

2. Install the bolt in the tension calibrator and if necessary install the required number of spacers to produce the thread stick-out measured in Step 1 (at least one washer must always be used under the nut).

3. Tighten the bolt by turning the nut, with a hand wrench, to the snug tensions listed below. (-0 kN, +9 kN).

Nommal Bolt Dia. (mm)

M16 M20 M22 M24 M27 M30 M36

A325M

9 14

18 21 27 33 47

A490M

11 18

22 26 33 41 60

4. Match mark the nut to the vertical stripe on the face plate of the bolt calibrator.
5. Using the calibrated manual torque wrench tighten the bolt, by turning the nut, to at least the tension (in kN) listed below. Record the torque required to reach the tension and the bolt tension value from the calibrator. Torque must be measured with the nut in motion. The torque developed cannot be greater than 0.25 x developed tension in newtons (1000 x kN) x the bolt diameter in meters ( mm/1000). Assemblies with torque values exceeding this calculated value are unacceptable and shall be rejected.

Nommal Bolt Dia. (mm)
A325M
A490M

M16 M20 M22 M24 M27 M30 M36 91 142 176 205 267 326 475 114 179 221 257 334 408 595

6. Further tighten the nut to the rotation listed below. The rotation is measured from the initial marking in Step 4. Record the bolt tension. Assemblies which fail prior to this rotation either by stripping or fracture are unsatisfactory.

Bolt Length (measured in Step 1)
Required Rotation

4 Bolt diameters
or less
2/3

Greater than 4 but no more than 8 bolt
diameters
1

Greater than 8 bolt diameters
11J3

1015

852.04

After the required rotation the bolt tension (in kN) must equal or exceed the values shown in the table below. Assemblies which do not meet this tension are unsatisfactory.

.Nonunal Bolt Dia. (nun)

M16 M20 M22 M24 M27 M30 M36

A325M

105 163 202 236 307 375 546

A490M

131 205 254 295 384 469 684

7. Loosen and remove nut and examine the bolt and nut threads. Any evidence of thread shear, stripping or torsional failure is unacceptable and the assembly shall be rejected.
G. CERTIFICATION: All certifications shall include the item specification number, type or grade, finish, and manufacturer's product marking symbol. Certifications shall be furnished on each item in accordance with Sub-Section 106.05 of the Standard Specifications and the following:
1. MILL TEST REPORTS (MTR): MTR shall be furnished for all mill steel used in the manufacture of the bolts, nuts, and washers and shall indicate where the material was melted and manufactured.
2. MANUFACTURER CERTIFIED TEST REPORTS (MCTR): The manufacturer of the bolts, nuts, or washers shall furnish MCTR for the item furnished. Each MCTR shall show relevant information required by ASTM A 325M or ASTM A 490M, and this specification, including test results for any required coating. Each MCTR shall include the lot number and location where the bolts, nuts, or washers were manufactured. If the manufacturer furnished the assembly (bolts, nuts and washers), The manufacturer shall perform the rotational-capacity tests and shall furnish the results, along with when and where all testing was performed, in the MCTR.
3. DISTRIBUTOR CERTIFIED TEST REPORTS (DCTR): The rotationalcapacity test may be performed by the distributor (in lieu of a manufacturer) and reported on the DCTR. This will be standard practice when distributors purchase the various assembly components from different manufacturers. Test results, manufacturer's component lot numbers, and assigned rotational-capacity lot numbers for each combination shall be shown on the DCTR. The distributor shall be responsible for furnishing the required MTR, MCTR, and DCTR with each shipment.
852.04 CORRUGATED STEEL PLANK FOR BRIDGES: Corrugated Steel Bridge Plank shall be made of shop fabricated steel plate formed into plank at least 330 mm wide and between 50 and 100 mm deep with at least two complete corrugations. The gauge shall be that shown on the Plans. The steel shall meet ASTM A 570M Grade 230 or ASTM A 446M Grade "A." Copper steel shall be furnished when specified.
1016

853.05
A. GALVANIZING: Where galvanized plank is specified, the plank shall be galvanized in accordance with ASTM A 123 or ASTM A 525M Class Z700.
B. CERTIFICATION: Certification will be required in accordance with SubSection 106.05.
852.05 STEEL GRID FOR BRIDGE FLOORS: All Steel shall conform to ASTM A 709M Grade 250. The steel shall contain the specified copper content.
A. CERTIFICATION: Certification will be required in accordance with SubSection 106.05.
SECTION 853-REINFORCEMENT AND TENSIONING STEEL
853.01 STEEL BARS FOR CONCRETE REINFORCEMENT: Unless otherwise designated, all bar reinforcement used in concrete, except longitudinal bars for use in continuously reinforced concrete pavement, shall be deformed billet steel bars meeting the requirements of AASHTO M 31M. Longitudinal bars for use in continuously reinforced concrete pavement shall be deformed billet steel meeting the requirements ofAASHTO M 31M, Grade 400.
Straightening of bends in bar reinforcement and rebending during fabrication will not be permitted.
853.02 PRETENSIONING STEEL WIRE STRAND: Steel for pretensioning shall conform to ASTM A 416.
ACCEPTANCE: Acceptance of the steel will be made on the basis of results of physical tests made by the Department in addition to a required certification from the manufacturer showing results of the required tests, including stressstrain curves, and conformance to these Specifications.
853.03 POST-TENSIONING STEEL WIRE: Steel Cable for Posttensioning shall conform to ASTM A 421, Type BA or WA as specified.
ACCEPTANCE: Acceptance of the steel will be made on the results of physical tests made by the Department in addition to a required certification from the manufacturer showing results of the required tests, including stressstrain curves, and conformance to these Specifications.
853.04 POST-TENSIONING STEEL BARS: High Strength Steel Bars for Post-Tensioning shall conform to the requirements ofASTM A 722, Type II. All appurtenances to be used with the bars shall be shown on shop drawings. These drawings shall show all dimensions and steel requirements. Where possible all steel designations shall be the appropriate ASTM designation.
ACCEPTANCE: Acceptance of the steel will be made on the basis of results of physical tests made by the Department in addition to a required certification from the manufacturer showing results of the required tests, including stressstrain curves, and conformance to these Specifications.
853.05 PLAIN STEEL BARS-THREADED ENDS: Plain Steel Bars with Threaded Ends shall conform to the requirements of ASTM A 709M, Grade 250, 345, or 485.
1017

853.06
853.06 STEEL WIRE FOR CONCRETE REINFORCEMENT: Steel wire shall conform to AASHTO M 32. The wire shall be of the sizes shown on the Plans.
853.07 WELDED STEEL WIRE FABRIC FOR CONCRETE REINFORCEMENT: Welded Steel Wire Fabric shall conform to the sizes and dimensions shown on the Plans. It shall meet the requirements of AASHTO M55.
853.08 DOWEL BARS: Dowel bars for concrete pavement shall be plain round steel bars and shall meet or exceed the tensile requirements of Table 2Tensile Requirements for Deformed Bars, AASHTO M 31M, Grade 300. Dowel bars with burred or deformed ends will not be approved.
Dowel bars shall be coated with one of the following coating systems:
A. HIGH DENSITY POLYETHYLENE: Thickness-0.30 to 0.51 mm Texture-smooth and dense to provide adequate bond breaking
characteristics. Undercoating (Adhesive)-Modified Rubber Blend Thickness 0.05 mm
to 0.18 mm. The undercoating shall be capable of retaining its elasticity and of
providing a seal to small cuts or abrasions and effectively seal against moisture migration under the polyethylene plastic outer coating.
B. EPOXY: The preparation of dowels for coating, the epoxy material, the
application of epoxy and sampling of bars and testing the properties of coated boars, shall all comply with the requirements of Section 514Epoxy Coated Steel Reinforcement.
The epoxy coating applied to the bars shall be uniform and smooth and shall provide a film thickness to 0.30 mm 0.05 mm after curing. Coating of the cut ends will not be required.
The coated dowels shall be handled in a way to prevent damage to the coating or bar, except that bars may be welded through the epoxy to one side of the supportive basket.
853.09 DOWEL (TIE) BARS: Dowel bars or tie bars for curbs, concrete medians, etc., may be uncoated plain or deformed billet-steel bars meeting the requirements of the AASHTO M 31M, Grade 300.
SECTION 854-CASTINGS AND FORGINGS
854.01 GRAY IRON DRAINAGE CASTINGS: Gray Iron Drainage Castings shall conform to AASHTO M 105, Class 20A or 20B. The castings shall be boldly filleted at angles and the arises shall be sharp and perfect. All castings shall be plainly marked with the manufacturer's name or trademark and the date cast shall be molded into each Casting. The markings shall be legible at time of delivery.
1018

854.04
Acceptance of the Castings will be based on inspection of each Casting as to quality of work and conformance to the dimensions and shapes and results of transverse or tension bar tests. Two test bars shall be furnished for each heat or day's pour. The date cast shall be molded into each test bar.
854.02 CAST ALUMINUM ALLOY RAILING POSTS: Permanent mold types of Cast Aluminum Alloy Roadway Railing Post shall conform to AASHTO M 193. The finish shall be as specified. Acceptance of the Castings will be based on inspection of each Casting, at the point at which they are received, for compliance with the quality of work, dimensions, and shape requirements and upon certification from the fabricator as to physical and chemical properties of the material and compliance with these Specifications. A report, including results of tests, certifying compliance with all requirements of this Specification shall be furnished with each shipment of Castings.
854.03 ALUMINUM ALLOY SAND MOLD CASTINGS: Aluminum-base alloy and castings shall meet the requirements of ASTM B 26M, Alloy UNS A03560 or ANSI 356 Temper T 6. The castings shall be sandblasted or otherwise effectively cleaned of scale and sand until the entire surface is smooth and uniform.
ACCEPTANCE: Acceptance of the Castings will be based on inspection of each Casting, at the point at which they are received, for compliance with the quality of work, dimensions, and shape requirements and upon certification from the fabricator as to physical and chemical properties of the material and compliance with these Specifications. A report, including results of tests, certifying compliance with all requirements of this Specification, shall be furnished with each shipment of castings.
854.04 STEEL CASTINGS: Carbon Steel Castings shall meet the requirements of ASTM A 27M, Grade 450-240. Steel Castings shall be true to pattern in form and dimensions. If large Castings are required, they shall be suspended and hammered all over. No cracks, flaws or other defects shall appear after this treatment. No sharp unfilleted angles or comers will be allowed.
A. FINISH: Surfaces marked "Finished" shall be coated as soon as practical after being finished, with a corrosion resistance grease before they are removed from the shop. Surfaces of Castings milled for removing scale, scabs, fins, blisters or other surface deformations shall generally be given a shop coat of paint. The composition of the shop coat of paint used for coating machinefinished surfaces shall conform to Sub-Section 501.03.C.11.
B. ACCEPTANCE: Acceptance of the Castings will be based on inspection of each Casting, at the point of manufacture or after delivery to the job site, for compliance with the quality of work, dimensions, and shape requirements and upon certification from the fabricator as to physical and chemical properties of the material and compliance with these Specifications. A report, including results of tests, certifying compliance with all requirements of the Specification will be furnished with each shipment of Castings.
1019

854.05
854.05 STEEL FORGINGS: Steel Forgings shall meet the requirements of AASHTO M 102 for the class shown on the Plans. A record of the annealing charges shall be furnished the Engineer by the manufacturer showing the Forgings in each charge, the melt or melts from which they are secured, and the treatment they received.
ACCEPI'ANCE: Acceptance of the Casting will be based on inspection of each Casting, at the point at which they are received, for compliance with the quality of work, dimensions, and shape requirements and upon certification from the fabricator as to physical and chemical properties of the material and compliance with these Specifications. A report, including results of tests, certifying compliance with this Specification shall be furnished with each shipment.
854.06 COLD-FINISHED CARBON SHAFTING: Cold-finished Carbon Steel Bars shall meet the requirements of AASHTO M 169 for the grade designation shown on Plans.
CERTIFICATION: The manufacturer shall furnish to the Engineer a certification showing chemical properties of the material and conformance to the Specifications.
854.07 STEEL CASTINGS FOR BRIDGES: Steel Castings for Bridge Components shall meet the requirements of AASHTO M 192M, for the Class shown on the Plans.
CERTIFICATION: The manufacturer shall furnish to the Engineer a certification showing physical and chemical properties of the material and conformance to the Specifications.
SECTION 855-8TEEL PILE
855.01 WELDED AND SEAMLESS STEEL PILE: Welded and Seamless Steel Pile shall be of the dimensions specified and shall conform to ASTM A 252, except that the minimum wall thickness shall be 3 mm. The Pile shall be of sufficient strength to permit driving to the capacity shown on the Plans without crimping, buckling, or otherwise being distorted. Each Pile shall be marked with the heat number or a lot number corresponding to a heat.
CERTIFICATION: The Contractor shall furnish to the Engineer certified mill test reports, or inspection reports by a testing laboratory, approved by the Engineer, certifying that the Pile conforms to these Specifications, and showing physical and chemical properties of each heat or lot of materials.
855.02 FLUTED STEEL SHELL PILE: Fluted Steel Shells for Pile shall be of the dimensions specified and shall be formed of basic open hearth steel. The minimum tensile yield strength of the steel in the fabricated Pile shall be 345 MPa. The Shells shall have a uniformly tapered lower section which may be combined with extensions of essentially constant diameter welded thereto.
The driving ends of the Shells shall be thoroughly reinforced with a collar of sufficient size to withstand driving without injury to the Shell. The tips shall be equipped with cast steel driving points welded to the Shell.
1020

858.01
CERTIFICATION: The Contractor shall furnish to the Engineer certified mill test reports, or inspection reports by a testing laboratory, approved by the Engineer, certifying that the Pile conforms to these Specifications.
855.03 STEEL HPILE; The steel for H-Pile shall conform to the requirements of ASTM A709M Grade 250.
CERTIFICATION: The Contractor shall furnish the Engineer certified mill test reports showing physical and chemical properties of each heat of the materials and compliance with these Specifications.
SECTION 857-BRONZE BUSHINGS, BEARINGS AND EXPANSION PLATES
857.01 BRONZE BEARINGS AND EXPANSION PLATES: Bearings and Expansion Plates shall conform to one of the following, whichever is specified.
1. CAST BRONZE: Cast Bronze Bearings and Expansion Plates shall conform to ASTM: B 22, Alloy UNS 91100.
2. ROLLED BRONZE: Rolled Bronze bearings and expansion plates shall conform to ASTM: B 100, Alloy UNS 51000.
A. FINISH: Contact surfaces of plates shall be finished in the direction of motion to ANSI: B 46.1, No. 3.2 J.lm.
B. CERTIFICATION: The manufacturer and/or fabricator shall furnish to the Engineer a certification showing physical and chemical properties of the material and conformance to these Specifications.
857.02 BRONZE BUSHINGS: Bronze Bushings shall conform to ASTM B 584 Alloy UNS C86200.
A. FINISH: Contact surfaces of bushings shall be finished in the direction of motion to ANSI B 46.1, Nos. 1.6 to 3.2 J.lm.
B. CERTIFICATION: The manufacturer and/or fabricator shall furnish to the Engineer a certification showing physical and chemical properties of the material and conformance to these Specifications.
857.03 SELFLUBRICATING BRONZE BEARINGS, EXPANSION PLATES AND BUSHINGS: Self-lubricating Bronze Bearings, Expansion Plates and Bushings shall conform to Sub-Section 857.01 or 857.02 and shall have lubricated surfaces bored in a geometric pattern of recesses which shall receive a lubricating material suitable for long-life service of the bearing areas. The lubricated area shall comprise approximately 25 per cent of the bearing face.
SECTION 858 MISCELLANEOUS METALS
858.01 LEAD FOR PLATES, PIPE AND OTHER USES: Lead used for plates, sheet, pipe, etc., shall conform to the requirements of ASTM B 29, pig lead and shall be common desilverized lead.
1021

858.02
858.02 MISCELLANEOUS BRIDGE HARDWARE: Miscellaneous Hardware not covered by Specifications elsewhere, shall be of the design, size and kind shown on the Plans, or those directed by the Engineer. Where Plans call for hardware to be galvanized it shall be done in accordance with ASTM A 123 or ASTM A 153, as applicable.
A. BOLTS AND DOWELS: Machine bolts, drift bolts and dowels shall conform to the requirements of ASTM F 568, Class 4.6. Machine bolts shall have square heads and nuts. Screw threads shall fit closely.
B. NAILS AND SPIKES: Wire nails and spikes shall be of steel of circular cross-section without taper. Boat spikes shall be of steel with forged heads and wedge-shaped shanks and points.
SECTION 859-GUARD RAIL
859.01 GUARD RAIL ELEMENTS, TERMINAL SECTIONS AND FITTINGS: Highway Guard Rail Elements shall be fabricated to conform with the Plan details. All Guard Rail elements, terminal sections and fittings shall be interchangeable with similar parts, regardless of source of manufacturer. Where Guard Rail is to be constructed on curves which have a radius of 45 m or less, the rail elements shall be shop curved to the proper radius with the road side of the rail either concave or convex as required.
A. STEEL GUARD RAIL: All guardrail parts shall conform to the requirements of AASHTO M 180. Beam elements for bridge railing shall be Class "B," Type II. Beam elements for roadway guardrail shall be Class "A," Type II. In addition the manufacturer's logo and heat numbers shall be legible after galvanizing and remain legible for a minimum of five years. BASIS OF ACCEPTANCE: Basis of acceptance shall be in accordance with the provisions of AASHTO M 180.
B. ALUMINUM GUARD RAIL:
1. RAIL ELEMENTS: The rail elements shall be formed from Aluminum Alloy Alclad 2024-T3 sheet conforming to ASTM B 209M. The rail elements shall be formed into beams at least 300 mm wide and 75 mm deep in accordance with the Plans. The thickness shall be not less than 3.96 mm. The terminal ends shall be formed from the same material, or may be formed from Alclad 2024-T42.
2. ALUMINUM: For use on Aluminum Guard Rail only, Aluminum bolts shall consist of the Alloy 2024-T4 (ASTM B 211M) with 30 minute anodize and 30 minute seal. Hex nuts shall be Aluminum Alloy 6061-T6, not anodized. Washers may be ASTM B 209M Alclad 2024-T4, not anodized.
3. CERTIFICATION: Certification will be required in accordance with Sub-Section 106.05.
859.02 CABLE END ANCHOR ASSEMBLY: Fabrication and assembly of this type anchorage shall be in accordance with the details shown on the Plans. The materials for Anchor Plate, Anchor Rod, Anchor Cable, and Concrete Deadman, unless otherwise shown on the Plans, shall conform with the following:
1022

859.04
A Anchor Plates and other metal plates shall be fabricated of steel conforming to ASTM A-709M, Grade 250 and may be built up as shown on the Plans or press formed, with or without welded seams.
B. Anchor Rod shall be fabricated of steel conforming to ASTM A 575 or A 576, Grade 1020. The eye may be drop forged or formed with a full penetration weld and shall develop 100 percent of the rod strength.
C. Anchor Cable shall be wire rope 19 mm, preformed, 6 x 19, galvanized, with right regular lay, in accordance with ASTM A 741, Type II.
D. Bolts and Nuts shall conform to ASTM F 568.
E. Cable clips and cable thimble shall be commercial quality drop forged steel (galvanized).
F. The swaged fittings shall be of steel conforming to the requirements of ASTM A 576, Grade 1035 and shall be annealed, galvanized, suitable for cold swaging. The galvanized stud shall be a steel conforming to the requirements of ASTM A 449. The swaged fitting and stud assembly shall develop at least 100 percent of the breaking strength of the cable.
G. Metal components of the assembly, except Anchor Cable above, shall be galvanized in accordance with ASTM A 123. Bolts, washers, etc., shall be galvanized in accordance with the applicable portions of ASTM A 153.
H. Concrete Deadman shall be Class "A" Concrete, precast, according to the Plan details.
1. CERTIFICATION: Certification will be required in accordance with SubSection 106.05.
859.03 STEEL GUARD RAIL POSTS AND OFFSET BLOCKS: Steel Posts for Guard Rail shall be of the dimensions and shapes shown on the Plans. They shall conform to the requirements of ASTM A 709M, Grade 250 or ASTM A 769M Class I, Grade 380, unless otherwise shown on the Plans.
A FINISH: Steel Posts and Offset Blocks shall be galvanized in accordance with ASTM A 123.
B. CERTIFICATION: Certification will be required in accordance with SubSection 106.05.
859.04 WOOD GUARD RAIL POSTS AND OFFSET BLOCKS:
A MANUFACTURE:
1. GRADE: Posts and offset blocks shall meet the requirements for No.2 SR Dense, paragraph 406 of the 1977 SPIB rules, except that offset blocks shall have no splits longer than 75 mm.
2. TOLERANCES: The posts shall not vary from the specified length by more than 25 mm. If a slope is specified for the top, the slope shall not vary more than 6 mm from the slope specified on the plans.
3. SEASONING AND PRESERVATIVE TREATMENT: The posts and
1023

860.01
offset blocks shall be preservative treated in accordance with the requirements of Section 863. Posts shall be bored and framed before preservative treatment.
SECTION 86o-LUMBER AND TIMBER
860.01 LUMBER AND TIMBER: All Lumber and Timber shall be sawn or finished as specified. The definition and limitations of defects shall be in accordance with the current manufacturing association grade rules applicable for the species specified. The grading rules shall be made by an agency conforming to the basic provisions of American Softwood Lumber Standard PS 20-70, U.S. Department of Commerce or the National Hardwood Association.
A. GRADES: All structural Timber shall be furnished in the grades, sizes and finish shown in the Specifications and Plans, or directed by the Engineer. Unless otherwise specified, Lumber for construction of buildings, shelving and forms shall be No.2 Southern Pine or better. It shall be grade-marked according to the current manufacturing grade rules applicable for the species.
B. SEASONING AND PRESERVATION: Where preservation treatment is required, all seasoning and treatment shall be in accordance with the requirements of Section 863 except assay zone for marine lumber timber shall be 0.0 to 25 mm.
SECTION 861-PILING AND ROUND TIMBER
861.01 TIMBER PILES: Round Timber Piles shall conform to the requirements given herein. The Piles may be of any species of wood which will withstand driving and support the load specified.
A. QUALITY:
1. SOUNDNESS: Piles shall be of sound wood, free from decay, red heart, or insect attack. The butt ends of cedar and cypress Piles may have a pipe or stump rot hole not more than 40 mm in diameter. Cypress Piles may have peck aggregating not more than the rot hole limitation above. Southern Pine Piles may have unsound knots not exceeding half the permitted size of a sound knot providing that the unsoundness does not extend more than 40 mm deep and that the adjacent areas of the trunk are not affected.
2. DENSITY: All Piles shall be dense, with at least six annual rings per 25 mm and, in addition, 40 mm or more summerwood (the darker, harder portion of the annual ring), as measured over the outer 75 mm of butt diameter on a radial line from the pith. The contrast in color between summerwood and springwood shall be sharp and the summerwood shall be darker in color. Piles that are excluded by the above rule may be accepted provided they have at least four annual rings per 25 mm and, in addition, lh or
1024

861.01
more summerwood, as measured over the outer 75 mm of butt diameter on a radial line from the pith.
3. KNOTS: Sound knots in piles 15 m or less in length, and in three quarters of the length from the butt of piles longer than 15 m, shall be no larger than 100 mm or 1/3the diameter of the pile at the point where they occur, whichever is smaller. Sound knots in the remaining 1/4of the length of Piles longer than 15 m shall be no larger than 125 mm, or 1/2 the diameter of the Pile at the point where they occur, whichever is smaller. The size of a knot shall be its diameter measured at right angles to the length of the Pile. Unsound knots will not be permitted except in Southern Pine Piles as specified in Sub-Section 861.01.A1. The sum of sizes of all knots in any 300 mm of the Pile shall not exceed twice the size of the largest permitted single knot. Piles with cluster knots will be rejected. A cluster knot is two or more knots grouped together, the fibers of the wood being deflected around the entire unit. A group of single knots with fibers deflected around each knot separately is not a cluster, even though the knots may be close together.
4. HOLES: Holes less than 15 mm in average diameter may be permitted provided the sum of the average diameter of all holes in any 0.1 m2 of pile surface does not exceed 40 mm.
5. SPLITS AND SHAKES: Splits shall not be longer than the butt diameter of the Pile. The length of any shake or combination of shakes in the outer half of the radius of butt of the Pile, when measured along the curve of the annual ring, shall not exceed 1/3 the circumference of the butt ofthe Pile.
6. SAPWOOD Piles which are to be preservative treated shall have at least 25 mm of sapwood at the butt end.
7. HEARTWOOD: In untreated Piles for use in exposed work, the diameter of the heartwood at the butt shall be at least S/l0 of the diameter ofthe Pile at the butt. If high heartwood content is required for untreated foundation piles, the ratio ofheartwood to total diameter will be specified.
8. PEELING: Piles shall be peeled by removing all of the outer bark and at least 80 per cent of the inner bark, well distributed over the surface of the Pile. When Piles are to receive preservative treatment, no strip of inner bark wider than 15 mm shall remain. In removing the bark not more than 3 annual rings ofthe solidwood shall be removed.
9. CUTrING AND TRIMMING: Butts and tips shall be sawed square with the axis of the Pile. All knots and limbs shall be trimmed or smoothly cut flush with the surface of the Pile except that knots may be hand-trimmed flush with the surface of the swell surrounding the knot.
10. STRAIGHTNESS: A straight line from the center of the butt to the center of the tip shall lie entirely within the body of the Pile. Long piles for foundation piling (but not for trestles) may be accepted under the following alternate when so specified. A straight line from the center of the butt to the center of the tip may
1025

861.01
lie partly outside the body ofthe Pile, but the maximum distance between the line and the Pile shall not exceed 112 percent of the length of the Pile or 75 mm, whichever is smaller.
11. TAPER: Piles shall be cut above the butt swell and shall have a continuous taper from the point ofbutt measurement to the tip.
12. Twist of Grain: Spiral grain shall not exceed 180 degrees of twist when measured over any 6 m section of the Pile.
B. DEFINITION AND LIMITATION OF DEFECTS:
1. DECAY: Any decay will be cause for rejection. Decay is defined as disintegration of the wood substance due to the action of wooddestroying fungi. The words "dote" and "rot" mean the same as decay. Red heart is a form of decay.
2. COMPRESSION WOOD: An abnormal growth frequently occurring on the underside of limbs and leaning trunks of coniferous trees. It is denser and harder than the normal wood; is characterized by very wide and eccentric annual growth rings; and includes what appears to be an exceptional proportion of summerwood growth. The contrast in color between springwood and summerwood, however, is usually less in compression wood than in normal wood. It is cause for rejection if present in readily identifiable and damaging form based on ordinary visual inspection.
3. TURPENTINE BUTT: A scar caused from bleeding the trees to obtain turpentine. Piles having sound turpentine scars undamaged by insects may be accepted provided they conform to all other requirements.
4. SCAR: A damaged surface caused from injury to the tree during growth may be cause for rejection.
5. SWEEP: Sweep is the deviation of a piece or stick from a straight line measured from the center of one end to the center of the other end. A straight line from the center of the butt to the center of the tip shall lie entirely within the body of the Pile.
6. SHORT CROOK: A crook in which the direction of the piece or stick changes in a very short distance measured lengthwise. Piles shall be free of short crooks that deviate more than 65 mm from straightness in any 1.5 m length.
7. BURST CHECK: A crack approximately at right angles to the annual rings, usually radial cracks in sticks from the center or from near the center to the outside, or a combination of this crack and a ring shake caused through either seasoning, exposure to high temperature or in the process of preservative treatment. Burst checks in Piles shall not be over 25 mm wide, measured at the outside, and shall not extend over 300 mm in length.
8. UNSOUND KNOT: A knot solid across the face, but containing incipient decay. Unsound knots are cause for rejection.
9. PUNK KNOT: A fungus decay that extends from the interior of the piece
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861.02

of Pile to the outside, which when prodded is usually found to contain a snuff-like substance. Punk knots are cause for rejection.

10. RING KNOTS: Three or more knots appearing in the same line of circumference, or any foot oflength. Ring knots are cause for rejection.

C. CIRCUMFERENCES, DIAMETERS AND LENGTHS: The circumferences of Piles measured under the bark shall have the minimum and maximum values in Table 861.1 for the class specified, except that not more than 10 per cent of the Piles in any shipment may have circumferences 50 mm less than the tabulated minimum values. Requirements for tip circumference of Piles that are longer than the required length may be applied at the tip end of the required length. The ratio of the maximum to the minimum diameter at the butt of any Pile shall not exceed 1.2. Individual Piles may vary from the length specified as much as 300 mm in Piles shorter than 12 m and 600 mm in Piles 12 m or longer. The average length of all Piles of a specified length in each lot shall not be less than the length specified.
D. BRANDING AND INSPECTION: The Length of Pile, and diameter of the butt and tip shall be branded in the butts of the Piles. The Preliminary inspection date shall be legibly branded in the tips.

E. SEASONING AND PRESERVATIVE TREATMENT: Where preservative treatment is required, all seasoning and treatment shall be in accordance with the requirements of Section 863.

TABLE 861.1 CIRCUMFERENCES AND DIAMETERS OF TIMBER PILES

Length
Meter
Under 12... 12 to 15 incl. 15.1 to 21.4 incl. 21.5 to 27.5 incl. Over 27.5
Under 9... 9 to 12 incl. Over 12...
Under 9... 9 to 12 inel. Over 12...

900 mm from butt

Minimum

Maximum

Diameter

Diameter

Circum

(approx-

Circum-

(approx-

ference

imate)

ference

imate)

mm

rom

rom

mm

Douglas Fir, Hemlock, Larch, Pine, Spruce or Tamarack

950

300

1600

510

950

300

1600

510

1025

325

1600

510

1025

325

1600

510

1025

325

1600

510

Oak and Other Hardwoods, Cypress

950

300

1450

460

1025

325

1600

510

1025

325

1600

510

Cedar

950

300

1755

560

1025

300

1755

560

1025

300

1755

560

At tip, minimum

Circum ference
rom

Diameter (approx. imate)
mm

625

200

550

175

550

175

475

150

400

125

625

200

550

175

400

150

625 '

200

625

200

550

175

NOTE: A minimum circumference of 850 mm or diameter of 275 mm at a point 900 mm from the butt may be specified for lengths of 7.6 m and under.

861.02 TIMBER POLES: Timber Poles shall conform to the requirements of ANSI 05.1, latest revision which shall have been incorporated in the National Electrical Safety Code published by the National Institute of Standards and

1027

862.01
Technology with the following exceptions:
Section 2 Definitions - The definition of "Short Crook" shall be redefined as follows:
"Any localized deviation from straightness within any section 1.5 m or less in length shall not be more than 25 mm when measured with a straightedge parallel to the long axis of the pole."
Section 4 Material Requirements, 4.4.9 Shape (1), (a) - shall read as follows:
"For poles 15 m and shorter, of all species except northern white cedar, a straight line joining the edge of the pole at the butt and the edge of the pole at the top, in 90% or more of those poles supplied, shall not be distant from the surface of the pole at any point by more than 25 mm for each 3 In oflength between these points. In the remainder of those poles supplied (10%), the poles may have a deviation of 25 mm for each 1.8 m oflength when measured as above."
Section 4 Material Requirements, 4.4.9 Shape (2) - shall read as follows:
"Sweep in two planes (double sweep) - NOT PERMITTED."
Class and length shall be as specified or shown on the plans. Poles shall be machine-peeled, except that poles more than 17 m long may be debarked and trimmed by hand in lieu of machine peeling, in such a manner that the buttressing effects of all overgrown knots will be preserved. Unless otherwise specified or indicated on the plans, poles shall be framed with flat roofs and slab grains. Poles shall be framed, drilled, and otherwise machined as necessary before preservative treatment.
A. Seasoning and Preservative Treatment: Where preservative treatment is required, all seasoning and treatment shall be in accordance with the requirements of Section 863.
SECTION 862 WOOD POSTS AND BRACING
862.01 WOOD FENCE POSTS AND BRACING: Wood Posts and Bracing shall be Southern Pine with dimensions as specified on the Plans. Posts and Bracing shall be either round or sawed but all Posts on a single project shall be the same. The Posts and Bracing shall be cut from sound and solid trees and shall contain no unsound knots. Sound knots will be permitted if the diameter of the knot does not exceed one-third of the diameter of the piece at the point where it occurs. The Posts and Bracing shall be free from decayed wood, rot, and red heart, and a ring shake and season checks which penetrate at any
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863.02
point more than one-fourth the diameter of the piece, or are greater than 5 mm wide. The Posts and Bracing shall show not less than four annual rings per 25 mm, and not less than one-third summerwood unless southern pine veneer cores are used.
All Posts and Bracing shall be peeled for their full length and all bark and inner skin removed. Knots shall be trimmed close to the body of the Post before treatment. A line drawn from the center of the top to the center of the butt shall not fall outside the body of the Post, nor at any point be more than 50 mm from the geometric center of the Post. The maximum allowable change in diameter shall not exceed 38 mm in 3 m. Posts and Bracing shall be free from short or reverse bends. All butts and tips shall be sawed square except that for Posts to be driven the butt end may be pointed before treatment.
A. SEASONING AND PRESERVATIVE TREATMENT: All Posts shall be preservative treated in accordance with the requirements of Section 863.
B. ACCESSORIES: Metal caps for covering tops of the Posts shall be a minimum of 0.20 mm thickness. The material shall be aluminum, or galvanized steel with 380 g/m2 coating in accordance with ASTM A 525M. Caps shall be used only when required by the Plans.
862.02 WOOD SIGN POSTS: Unless otherwise specified. Wood Sign Posts shall be surfaced on all four sides to the dimensions specified. All Posts shall be double end trimmed.
A. QUALITY: Wood Sign Posts shall meet the same quality requirements as Wood Guard Rail Posts as specified in Sub-Section 859.04.
B. TOLERANCES: The Posts shall not vary from the specified length by more than25mm.
C. SEASONING AND PRESERVATIVE TREATMENT: The Posts shall be preservative treated in accordance with the requirements of Section 863. Posts shall be bored and framed before preservative treatment.
D. ACCESSORIES: Metal caps for covering tops of the Posts shall be a minimum of 0.38 mm thickness. The material shall be aluminum, or galvanized steel with 380 g/m2 coating in accordance with ASTM A 525M. Caps shall be used only when required by the Plans.
SECTION B63-PRESERVATIVE TREATMENT OF TIMBER PRODUCTS
863.01 This Specification covers the preservatives, conditioning, treatment process, inspection, marking, testing, and documentation required for treated timber used in Department work.
863.02 GENERAL REQUIREMENTS: The conditioning and preservative treatment of all timber products shall conform to the requirements of American Wood Preservers Association (AWPA) Standard C14, "Wood for Highway Construction-Preservative Treatment by Pressure Method," except
1029

863.03
as described herein. Treatment plants shall comply with quality control procedures in AWPA M3. To expedite the Work the Department or its inspection agency will inspect timber at the treatment plant. Prior to requesting an inspection the authorities of the treatment plant shall acquaint themselves with the timber specification requirements and shall segregate the material to be inspected for Department work from other stock.
863.03 CONDITIONING AND PR,ESERVATIVE TREATMENT:
A. CONDITIONING: Conditioning shall not be by heating in the preservative or by Boulton drying of the wood. Southern pine species to receive pentapetroleum treatments shall be kiln dried to 30 percent average moisture content or less or steam conditioned, and for CCA treatment it shall be kiln dried to 25 percent average moisture content or less.
B. PRESERVATIVES: Unless otherwise specified in the Plans or the Specifications, preservatives shall meet requirements in the applicable AWPA Standard. The kind of preservative may be selected by the Contractor based upon the Materials and Usage Table contained in AWPA C14. However, only creosote, pentachlorophenol or Chromated Copper Arsenate CCCA) will be permitted. Pentachlorophenol solutions shall consist of not less than 5 percent, by weight, of Pentachlorophenol dissolved in the petroleum solvents specified or Pentachlorophenol in AWPA P9, Type "A."
C. PENETRATION AND RETENTION OF PRESERVATIVE:
1. PENETRATION: At least 75 mm or 90 percent sapwood penetration is required for all lumber, timber, and ties in ground contact and for wood fence posts. Lumber, timber and ties which are not in ground contact shall be in accordance with AWPA C2. Sapwood penetration for all other materials including piles and poles shall be in accordance with applicable AWPA requirements.
2. RETENTION: For acceptance purposes guardrail posts and offset blocks treated with Pentachlorophenol or Chromated Copper Arsentate CCCA) shall have a minimum 9.6 kg/m3 retained in the outer 15 mm as required in AWPA C14 and C2. In addition the level of retention will be determined by test in the 15 mm to 38 mm assay zone to verify penetration ofthe preservative.
D. SAMPLING AND TESTING: The sampling and testing of preservatives shall be in accordance with the requirements ofAASHTO M 133.
E. INSPECTION AND MARKING: Unless otherwise provided, treated timber products will be inspected by the Office of Materials and Research or an authorized inspection agency in accordance with AWPA M2. Inspection will be made before, during, and after treating. The Inspector will mark each acceptable piece with a hammer stamp, prior to and after treatement except that only 25 percent of the offset
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865.01
blocks need to be stamped after treatment. Both inspection stamps must identify the Inspector and there must be a clear distinction between the stamp used before and after treatment.
F. TIME LIMITATION: Treated material which has been in stock for a period of two years shall be retested before being used, and any materials which fail to meet specifications shall not be used in Department work unless they are retreated to meet all applicable requirements.
G. RETREATMENT: Whenever the initial treatment of a charge of material does not meet requirements for retention, penetration, or appearance, retreatment of the whole charge, or a portion of it, will be permitted. Only one retreatment will be permitted and any damage due to retreatment will be cause for rejection.
H. CONDITIONING AFTER TREATMENT: Lumber or timber which has been treated with water-borne preservative, and which is to be painted, shall be dried by air-seasoning, by kiln-drying, or by some other method of artificial conditioning, to a moisture content of not more than 19 percent of the weight of the oven-dry wood, and it shall be protected from the elements in such a manner that the moisture content shall not rise above this level until the first coat of paint. is applied. Such protection may be afforded by application of a prime coat of paint or by other approved means. Such material shall be supplied free of excessive surface dust. Material which has been treated with water-borne preservative, and which is not to be painted, shall have been air-seasoned or otherwise dried to the point of surface dryness prior to installation.
I. REPORTING: Reports of the treating process and results of the inspection confirming that treatment was completed in accordance with these Specifications shall be prepared by the Inspector and furnished to the Office of Materials and Research. Reporting of the testing process and results of inspection shall be in accordance with AWPA M2. With each shipment for Department work, the treatment plant will prepare and furnish to the Inspector a shipping report showing project number, purchaser, sizes and amounts of materials, and preservative type. The Inspector will furnish the shipment report to the Office of Materials and Research along with the teatment report.
SECTION 865-MANUFACTURE OF PRESTRESSED CONCRETE BRIDGE MEMBERS
865.01DESCRIPl'ION: This section covers the manufacture, inspection, testing, marking, painting, rubbing as specified, and plant handling, storage, and shipping of precast~prestressed concrete bridge members, including piling. The term "precastprestressed concrete" hereinafter shall be referred to as "prestressed concrete."
1031

865.02

865.02 MATERIALS: The materials to be used shall conform to the following:

Concrete, Class AAA (except as noted herein) Steel Bars for Reinforcement Pretensioning Steel Wire Strand Post-Tensioning Steel Wire Post-Tensioning Steel Bars Plain Steel Bars-Threaded Ends Portland Cement Fine Aggregate for Mortar Aluminum Powder Self-Lubricating Bronze Bearing and Expansion
Plates and Bushings Primer Coats Elastomeric Pads Epoxy Resin Adhesive Microsilica (Silica Fume)

500 853.01 853.02 853.03 853.04 853.05 830.01 801.02 835.01
857.03 870 885.01 886 831.03

A. PORTLAND CEMENT Portland cement shall be Type I, Type II or Type III and shall meet
requirements of AASHTO M 85 for low alkali cement. Type II cement shall be used in the concrete to cast pile for specific locations and it shall be so noted on the Plans.

B. COARSE AGGREGATE Specific sizes of coarse aggregate may be specified and approved for
precast/prestressed concrete products. Unconsolidated limerock coarse aggregate shall be excluded from use
in precast/prestressed concrete piling and from use in any portion of a structure which comes in direct contact with water.

C. MICROSILICA (SILICA FUME) Silica fume may be approved for use as additive to concrete at the
addition rate not to exceed 10% of the cement content.

D. SLUMP LIMITATION Slump shall be in accordance with Sub-Section 500.03 except with the
addition of type "F" high range water reducers. With HRWR, the slump value may be increased from 100 mm to 150 mm with a maximum slump value not to exceed 175 mm provided there is not segregation of the concrete mix.

E. MIXING Mixing of concrete shall be in accordance with Sub-Section 500.05.B.6
except that with the addition of HRWR the following shall apply. The HRWR shall be dosed at the casting yard under the direct supervision of the producer's Quality Control. HRWR manufacturer's recommended dosage may not be exceeded. After dosing, the concrete shall be additionally mixed at mixing speed for a minimum of 70 revolutions. Maximum revolutions at mixing speed and agitation speed shall not

1032

865.03

exceed 360 revolutions. After Plasticizer has been added, no additional mixing water will be permitted.

F. EPOXY COATED REINFORCEMENT STEEL AND WIRE: When the top mat of steel in a bridge deck is to be epoxy-coated, the shear steel in the prestressed concrete beams shall also be epoxy coated in accordance with Section 514.

865.03 MANUFACTURE A. GENERAL PLANT REQUIREMENTS:

1. ERECTION DRAWINGS: The Contractor shall furnish the Engineer erection drawings covering the placement of superstructure units when the units are not interchangeable with respect to transverse placement within a span or with respect to the reversal of ends within a span.

2. PLANT INSPECTION:

a. NOTICE TO BE GIVEN TO ENGINEER: The Engineer shall be given ample notice before the beginning of work so that all of the plant facilities that are involved in the production can be inspected. No member shall be manufactured until all facilities are approved.

CITIES FOR INSPECTION: The Inspector shall be allowed free access to all parts of the premises that are a part of the production process.

c. INSPECTOR's AUTHORITY: The Inspector will have the authority to reject materials or quality of work which do not meet the Specifications, but in cases of dispute, the Contractor may appeal to the Engineer, whose decision will be final.

3. REJECTIONS: The acceptance of any materials or finished members by the Inspector shall not prevent them from being rejected later if they are found to be defective. Rejected material and quality of work shall be replaced promptly or made good at the expense of the Contractor.

4. PROVISIONS FOR TESTING: The Contractor shall furnish and maintain sufficient testing equipment so that the Inspector can conduct the following tests at the casting yard:

MATERIAL Fine Aggregate Coarse Aggregate Hardened Concrete*

METHOD OF TEST AASHTO T 27 AASHTO T 27 GDT-35

*Cylindrical molds shall be available for use on each casting bed. The Contractor shall also provide and maintain a machine and other accessories such as capping molds, heating pots, and capping compound sufficient to test compression specimens in accordance with AASHTO T 22. All materials to be furnished for teting shall be furnished free of cost to the Department and shall be furnished well in advance of the anticipated time of use. No additional compensation will be made to the

1033

865.03
Contractor if the work is delayed awaiting approval of the materials furnished for testing.
5. FACILITIES FOR THE INSPECTOR: The Contractor shall furnish for the sole use of the Inspector, a suitable field laboratory in accordance with Sub-Section 106.04, 106.11 and Section 152.
B. SUBSTITUTION OF MATERIALS:
1. SUBSTITUTION FOR REINFORCING: Welded wire fabric may be substituted for the bar reinforcement shown on the Plans. Such substitution will be at no increase in the price bid for the prestressed concrete beams and shall be subject to the following:
a. The Contractor shall be responsible for all changes and shall submit detailed shop drawings, with design notes, for approval prior to using welded wire fabric. Design notes shall indicate that the welded wire fabric shall provide the same or greater strength as that provided by the bar reinforcing shown on the Plans. Design shall be done in accordance with the latest AASHTO Specification for Highway Bridges. The drawings shall be prepared on sheets 550 x 990 mm and both drawings and notes shall be stamped by an Engineer registered in the State of Georgia.
b. Design yield strength for the wire fabric shall not exceed 415 MPa, nor be less than 275 MPa. Splicing by welding or mechanical coupling will not be allowed.
c. Welded wire fabric substituted for stirrups of bar reinforcement shall have those wires perpendicular to the axis of the beam embedded 150 mm minimum into the slab. There shall be a minimum of 100 mm of clearance from the top of slab to the welded wire fabric. Also, a minimum of two cross wires (wires parallel to the longitudinal axis of the beam) shall be embedded in the slab, with the closer cross wire having not less than 50 mm of clearance from the top of the beam.
d. In the anchorage zone at the ends of the beam, the stirrups enclosing the prestressing steel in the bottom flange and the vertical stirrups which do not protrude beyond the top of the beam may be replaced by welded wire fabric with the wires perpendicular to the longitudinal axis of the beam having an area of steel equal to that of the bar reinforcing..
e. Welded wire fabric may be either smooth or deformed wires. Smooth wire fabric shall meet the material requirements of AASHTO M 55 (ASTM A 185). Deformed wire fabric must meet the requirements of AASHTO M 221 (ASTM A 497). All enibedment and splices of welded wire fabric shall be in accordance with the AASHTO Specification for Highway Bridges.
2. SUBSTITUTION OF STRANDS: Strands of different arrangement, different size, or different arrangement and size, will be considered
1034

865.03
when the following structural and material requirements are met:
a. The net prestressed force of the strands after losses is equal to that shown on the Plans.
b. The ultimate strength of the member shall meet the requirements of the applicable AASHTO Specification for Highway Bridges.
c. Strands shall meet all requirements of ASTM A 416, Grade 270.
d. The eccentricity pattern of the substituted strands shall be approximately the same as the pattern shown on the Plans.
e. The Contractor shall be responsible for all changes and shall submit detailed shop drawings, with design notes, for approval prior to substituting strands. Design notes shall indicate compliance with the requirements above. Drawings shall be prepared on sheets 550 x 900 mm and both drawings and notes shall be stamped by an Engineer registered in the State of Georgia.
C. MANUFACTURING FACILITIES AND EQUIPMENT: Prestressed concrete bridge members shall be fabricated at a plant that has as a minimum the facilities and equipment specified below. The Engineer shall be furnished a complete set of plans and an itemized equipment list covering the prestressing facilities, and manufacturing shall not begin until facilities and equipment are approved. Such approval will not relieve the Contractor of responsibility for adequate performance of the facilities, nor of the necessity of obtaining additional equipment should the need arise. Established plants already approved by the Department will receive written notice of such approval and need not comply with the above requirements concerning plans and equipment listing. This waiver may be withdrawn at the discretion of the Department at such times as changes are made in the facilities and equipment, production methods, types of products, or for any other reason.
1. BEDS: Beds for casting prestressed concrete shall be constructed of concrete and shall be level or on a grade which is acceptable to the Engineer.
2. ANCHORAGES: Anchorages shall be designed and constructed in such manner that they will not yield under 150 percent of the maximum design load.
3. FORMS: Side and bottom forms shall be constructed of steel unless other materials are permitted and the forms shall be anchored in a manner that will prevent movement. Forms shall be designed to permit the fabrication of bridge members well within the tolerances specified in Sub-Section 865.03.L.
4. STRESSING EQUIPMENT:
a. JACKS: Jacks shall be in a good repair and shall not leak. They shall be calibrated with the gauge or gauges with which they are to be used.
1035

865.03
Pressure gauges, load cells, or dynamometers may be used. All devices shall be calibrated to a reading accuracy of 2 percent within the stressing range to be used. Calibration shall be done either by an approved testing laboratory or by the Department's laboratory. When calibration is done by an approved testing laboratory, at least five copies of the calibration chart for each device shall be furnished to the Engineer by the testing laboratory. All stressing systems shall be recalibrated at least every six months and at any other time required by the Engineer. Gauges shall be of sufficient size to be readily legible at a distance of 2 m and shall have a capacity of approximately twice the maximum load. All jacking systems shall have devices in the system for the purpose of eliminating gauge pointer fluctuation.
b. ELONGATION MEASUREMENT: A system approved by the Engineer and isolated from any movement of bed or anchorages will be required for measuring elongation.
5. CURING SYSTEMS EQUIPMENT: One of the curing methods listed below will be required. Curing compounds will not be used on prestressed concrete units unless written permission is given by the Engineer.
a. WATER CURING: Water curing equipment shall consist of a clean, non-deleterious water source, a method of application, and enough burlap or other means of moisture retention which will keep all surfaces of the concrete wet during the curing cycle except those in contact with the forms.
b. STEAM CURING: Minimum basic equipment for steam curing shall consist of the following:
(1) An enclosure tight enough to maintain a uniform atmospheric temperature around the concrete units.
(2) The steam system shall distribute live steam uniformly through nozzles, capable of maintaining a temperature of at least 50C, in all weather. Steam shall not be ejected directly against concrete or forms.
(3) A controlling device shall be installed in the steam line which will be capable of maintaining a constant temperature.
(4) A recording thermometer for each 60 m of bed length.
c. HEATED FORMS: Heated forms shall be uniformly heated throughout by a recirculating system which distributes the heat evenly without hot spots. This system shall include:
(1) Means of moisture retention on surfaces of concrete except those in contact with the forms.
(2) A recording thermometer for each 60 m of bed length.
1036

865.03
(3) A weathertight covering for each bed which will ensure uniform heating throughout the bed.
6. VIBRATORS: Internal vibrators with a minimum rate of 4500 impulses per minute will be required. Their heads shall be small enough to reach through the prestressing and reinforcing steel to all portions of the form. A sufficient number of vibrators shall be used to secure proper compaction of the concrete, and one additional stand-by vibrator in good operating condition shall be available for each concrete placing operation. The Engineer's approval of the vibration procedure and of the number and types of vibrators will be necessary before pouring is begun. External vibration may be used in conjunction with internal vibration when the Engineer so approves.
7. GROUT PUMP: Grout pumps shall be capable of pumping the fluid grout and maintaining a uniform pressure of 520 kPa for a minimum period of 15 seconds.
8. STORAGE AREAS: Plant storage areas for prestressed concrete bridge members shall have surfaces capable of supporting the units without settlement and adequate blocking to support the units properly at the required points.
D. HANDLING AND STORAGE OF PRESTRESSING STEEL: All prestressing steel shall be protected from contact with dissimilar metals in order to prevent galvanic action, and they also shall be protected from excessive rusting. Light rust which does not visibly etch the steel will not be considered as detrimental. Prestressing steel shall be kept free of harmful materials, such as grease, oil, wax, clay, dirt, paint, and loose rust. Special care shall be taken to keep prestressing steel free of form oil and other bond reducing material which may be used on the forms. Prestressing steel shall be handled at all times in such manner as to prevent kinks and nicks. The use of prestressing tendons that have kinks, nicks, bends or other defects will not be permitted. Torches and welding equipment will not be allowed adjacent to tensioned strand unless the strand is insulated against heating or burning.
E. REINFORCEMENT STEEL: All reinforcement steel shall be handled, placed, and supported in accordance with the requirements of Section 511.
F. CONCRETE: Concrete shall be manufactured and placed in accordance with the requirements of Section 500.
G. METHODS OF PRESTRESSING: Prestressed concrete bridge members may be either pretensioned, post-tensioned, or a combination of these methods of prestressing.
H. PRETENSIONING METHOD: Pretensioning may be done by either the single strand or the multi-strand jacking method. The method used shall meet the appropriate requirements as specified below:
1037

865.03
1. STRAND SPLICES: Splicing methods and devices shall be approved by the Engineer. When single strand jacking is used, only one splice per strand will be allowed. When multi-strand jacking is used, either all strands shall be spliced or no more than 10 percent of the strands shall be spliced. Spliced strands shall be similar in physical properties, from the same sources, and shall have the same "twist" or "lay." Splices shall be located outside ofthe prestressed units.
2. WIRE FAILURES: Wire failures may be accepted by the Engineer provided the area of broken wires does not exceed 2 percent of the total area ofthe strands.
3. STESSING REQUIREMENTS:
a. GENERAL: All strands shall be placed and threaded carefully into the bed, with special care being taken to avoid any contamination of the strand with form oil, grease, or other bond breaking material. If any contamination occurs, the strand shall be cleaned with a suitable solvent or replaced. After final stressing, all strands shall be positioned within the location tolerances specified in Sub-Section 865.03.L.
Strand vises used to anchor the strand shall be designed for the size of pretensioning strand used, and after anchorage, they shall be capable of sustaining the pretensioning force without slipping until the time of stress release. Maximum slip due to seating of vise grips shall not exceed 6 mm for each vise.
Where bonding of strands is to be prevented, it shall be accomplished by encasing the strand in a conduit capable of resisting the pressure exerted by the concrete. The inside diameter of the conduit shall be of sufficient size to allow free movement of the encased strand but it shall not be greater than the diameter of the strand plus 3 mm. The conduit shall be secured so that longitudinal movement along the strand will be prevented, and bonding of the strand will be prevented at the location shown on the plans plus or minus 25 mm. Concrete shall be prevented from entering the conduit by taping. The tape and conduit shall be manufactured from a non-corrosive material compatible with both the concrete and steel. Debonding of strand for full length of members is prohibited.
b. PRETENSIONING OPERATION: Elongation shall be the primary control of this operation. The hydraulic pressure gauge readings at the time of the measured net elongation shall be within 5 percent of the calculated gauge reading for that particular elongation. The net elongation and final gauge measurements shall agree with their computed theoretical values within a tolerance of 5%. Additionally, the measurements of force and elongation shall algebraically agree with each other within a 5% tolerance.
If any of these measurements vary by more than the allowable tolerance, all work shall be stopped and the defect corrected before proceeding.
1038

865.03
(1) INITIAL TENSION: After the strand has been threaded into the bed, an initial tensioning force shall be applied to each strand.
Elongation will not be used to measure the amount of initial tension; this amount shall be determined by dynamometer, hydraulic jack gauge, or dead weight.
(2) FINAL TENSION: The final stress shall be calculated from the measurements of final elongation made between established reference points which are independent of any movement of the bed or anchorages that might occur during the pretensioning operation.
The calculation of design elongation shall be made as follows:
S = It
AE
Where
S = Design elongation, in millimeters.
P = Tensioning force, in kilonewtons.
The initial tensioning force shall be subtracted from P.
L = Distance from dead end
anchorage to reference point, in millimeters.
A = Cross-sectional area of
strand, in square millimeters.
E = Modulus of elasticity of
strand, in megapascals.
Correction factors for strand anchorage slip and temperature shall be added to the design elongation, and in addition, corrections shall be made for any movement in the anchorage abutments or in the overall anchorage system. The final elongation figure thus determined shall be the net elongation to be used in jacking the strand.
(3) SINGLE STRAND JACKING: When single strand jacking is used, the jack ram will not be allowed to rotate more than one revolution during the stressing of anyone strand.
(4) DRAPED STRAND JACKING: Draped strands shall be tensioned by partially jacking from the end of the bed, followed by the raising or lowering of the strands to their final position, which shall result in the final tension. During the partial jacking phase, the strand shall have no more than four points at which the strand changes slope, and two of these points shall be at each anchorage. Approved low friction devices shall be used at pick up and hold down points, and they shall be made so that the desired vertical at:ld
1039

865.03
horizontal positioning of the strand is maintained. Upon completion of the partial jacking phase, the strands shall be deflected to their final position, in a sequence approved by the Engineer.
(5) FINAL READINGS: Mter final stressing, all strands shall be positioned within the location tolerances specified in Sub-Section 865.03.L. and the final elongation shall be the net elongation calculated in accordance with the requirements specified above in subparagraph (2). Stress in the strands shall be uniformly distributed throughout the bed length.
c. DETENSIONING OPERATION:
(1) GENERAL: Before any detensioning operations are started, the pattern and schedule for releasing the strands shall be submitted for advance approval. Forms which tend to restrict the horizontal or vertical movement of the member shall be stripped or loosened prior to stress release. When steam curing is used, strand release shall be done with special care because of dimensional changes due to temperature and shrinkage. Where possible, the pretensioned strand shall be released while the units are moist and warm. In deflected strand construction, the hold down devices within the member or members shall be released immediately upon the discontinuation of the steam curing.
(2) STRESS RELEASE STRENGTH: Unless otherwise specified on the Plans or in the Special Provisions, stress may be transferred to the concrete based upon the following minimum strength, as determined by cylinders cast of the same concrete,and age requirements: Concrete I-Beams, Box Beams, Flat Slab Deck Sections, or Tee Slab Deck Sections, 30 MPa and 18 hours.
Piling: 28 MPa
Other Members: As specified on the Plans.
(3) MULTIPLE STRAND RELEASE: When this method of release is used, either a symmetrical group of strands or all of the strands shall be released simultaneously. The load on the strands shall be removed from the anchorage and placed on the jacking system. The jack or jacks shall be gradually released until the strands are relaxed.
(4) SINGLE STRAND RELEASE: When this method of release is used, each strand shall be heated and allowed to pull itself apart in the sequence of the approved pattern and schedule of release. No cutting will be allowed.
(5) DRAPED STRAND RELEASE: Draped strand shall be released in accordance with a method in which the weight of the beam is compared with twice the total amount of the vertical components of the hold down forces. One of the following two methods shall be used:
1040

865.03
Method I. When the beam weight is less than twice the above amount and vertical restraints are not sufficient to counteract the vertical components of the hold down forces, the release shall be as follows:
(a) Each draped strand at the end of each member shall be heated to failure in the sequence of the approved pattern and schedule of release.
(b) Hold downs shall be released and hold down bolts removed.
(c) Straight strands shall be released as noted in Sub-Section 865.03.H.3.c.(3) and (4).
Method II. When the beam weight is more than twice the above amount, the release shall be as follows:
(a) Hold down devices within the beam shall be released.
(b) Strands shall be released from the top to the bottom by either heating or jacking in the sequence of the approved pattern and schedule of release.
I. POST-TENSIONING METHOD: Post-tensioning may be done by using the system required by the Plans or by an approved alternate system. Alternate systems may include the post-tensioning of both straight and draped tendons. The system used shall meet the appropriate requirements specified below.
1. TENDON SPLICES: Splicing of post-tensioning tendons will not be permitted.
2. DUCTS: Ducts in which post-tensioning tendons are placed shall be accurately positioned and securely fastened to prevent movement during the concrete placement operation. They may be flexible metal conduit, metal tubing, or other acceptable material.
3. STRESSING REQUIREMENTS:
a. GENERAL: Tendons shall be threaded carefully into the ducts, with special care to avoid any contamination of the tendon with any material which would tend to break the bond with the grout. Should any contamination occur, the tendon shall be cleaned with a suitable solvent or replaced. Stressing shall be done by procedures and in sequences approved by the Engineer. After stressing is completed, the tendons shall be anchored against the ends ofthe members, and the ducts shall be filled with grout.
b. CONCRETE STRENGTH: Post-tensioning tendons may be stressed after the concrete in the member has reached the minimum strength and age requirements of 30 MPa and 3 days or 28 MPa and 5 days.
c. POST-TENSIONING OPERATION: In general, straight tendons shall be tensioned from one end, and draped tendons shall be tensioned simultaneously from each end.
1041

865.03
(1) INITIAL TENSION: After the tendon has been threaded into the duct, an initial tensioning force of not more than 5 percent of the final tensioning force shall be applied by jack pressure.
Initial tension will be determined by gauge reading only; elongation will not be used to measure the amount of initial tension.
(2) FINAL TENSION: The final stress on tendons shall be computed from the amount of the final elongation measurement and shall be checked by the jack pressure gauge reading. The pressure gauge reading at the time of the measured elongation shall be within 5 percent of the calculated gauge reading for that particular elongation. If the gauge pressure reading varies by more than 5 percent from the calculated reading, the stressing operation shall be stopped and the defect corrected before proceeding. During the jacking of draped tendons, care shall be taken to ensure that jack pressures and elongations are kept as near equal as is possible at each of the two jacks and to ensure that elongation measurements andjack pressures remain proportional.
(3) ANCHOR DEVICES: Anchor devices used to secure the tendon shall be designed for the size of post-tensioning tendon used, and after anchorage, they shall be capable of maintaining a prestressed load of 150 percent of the maximum design load and shall not slip more than 3 mm after anchorage.
Anchor devices shall be placed exactly at right angles to the axes of the post-tensioned tendons. Anchorage losses shall be noted carefully, and proper corrective measures shall be taken to assure that the tendon has the final design stress.
(4) GROUTING:
(a) TIME LIMITATIONS: All grouting shall be completed within 48 hours after post-tensioning of tendons is completed.
(b) GROUT: Grout shall be made to a consistency of thick paint and shall be mixed in the proportions, by volume, of 1 part Portland cement to 0.75 part (max.) of sand passing a 600 ].lm sieve and 0.75 part (max.) of water. Within the limit specified, the proportions of sand and water shall be varied as required by the Engineer. If necessary to permit filling of enclosures as her~inafter specified, sand may be entirely eliminated from the mix and a neat cement grout shall be used. Aluminum powder shall be used to expand the grout, and it shall be added as follows: From 2 to 4 grams of the powder shall be added for each 42.6 kg sack of cement used in the grout. The aluminum powder shall be the unpolished variety. The exact amount of aluminum powder shall be designated by the Engineer. The aluminum powder shall be blended with pumicite or other inert powder in the proportion of 1 part powder to 50 parts pumicite (or other inert powder) by weight. The blend shall be thoroughly mixed with the cement and sand, before water is added to the batch. The amount of the blend may vary from 130
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865.03
grams per sack of cement for concrete having a temperature of 21C to 200 grams for a temperature of 4C. After all ingredients are added, the batch shall be mixed for 3 minutes. Batches of grout shall be made small enough so that the batch may all be used up in less than 45 minutes.
Immediately before grouting, the tendon ducts shall be flushed out with water under pressure, and then they shall be blown out with compressed air. The compressed air shall not contain oil. Each duct shall be vented at each end, and the vent shall have means for positive closure when subjected to a minimum pressure of515 kPa.
Grout shall be pumped into the duct towards an exit vent. After the grout has expelled all entrapped air and is flowing in a solid stream, the exit vent shall be closed and the pumping pressure shall be built up to a minimum of 515 kPa and held at that level for a minimum of 15 seconds. The grout entrance vent shall then be closed, and the member shall not be moved or disturbed in any manner for a minimum period of 48 hours after grouting is completed.
J. CONCRETE FINISH: Finish shall be as specified below, and unless it is otherwise specified on the Plans or in the Special Provisions, a rubbed finish will not be required on prestressed concrete bridge members except as specified herein.
1. REQUIRED FINISHES:
a. BEAM: The exterior face of beams exposed to public view from adjoining bridges, main lines, frontage roads, underpasses, or the faces adjacent to the centerline between double bridges shall have the type of finish specified by the Plans. Unless otherwise specified, the surface of all other beams shall have a steel form finish. The surfaces of the top flanges of all beams shall be scored with a stiff wire brush, or equivalent, with the scorings transverse to the longitudinal axis of the beams.
b. SUPERSTRUCTURE DECK UNITS: The riding surface of superstructure deck units such as flat slabs, channels, double tees, etc., shall be finished as specified in Sub-Section 500.11.C.6.c. and the Plans. The traffic face and top face of curbs on exterior units shall be finished as shown on the approved plans.
c. SUBSTRUCTURE UNITS: The top surfaces of caps and piling shall be given the Type IV-Floated Surface Finish specified in Sub-Section 500. 13.B.
2. PATCHING: The Engineer shall be given the opportunity to inspect all honeycombed areas. Bridge members may be rejected on the basis of any extensive honeycomb within bearing areas. Patching shall be done as directed by the Engineer and shall be done as soon as possible
1043

865.03
following form stripping. The Engineer may require the use of an epoxy bonding compound. After hold down devices are removed from the bottoms of beams, the resulting holes shall be coated with an epoxy bonding compound and plugged with grout.
K CONCRETE CURING: Concrete shall be cured by one of the methods listed below. All methods shall provide means for keeping the temperature of bridge members above the freezing point for 6 days after concrete placement, except that this may be waived for steam curing. Bridge members may be rejected on the basis of improper curing.
1. WATER CURING: Concrete surfaces, which are not in contact with the forms shall be covered with wet burlap or other suitable material and the member shall be kept wet for the duration of the curing period. The curing period shall last 7 days or until the concrete has reached the stress release strength specified in Sub-Section 865.03.H.3.c.(2).
2. STEAM CURING: Steaming shall not begin for at least 4 hours after final placement of concrete, and a longer delay may be required by the Engineer if the concrete has not taken its initial set. However, sufficient heat to maintain the temperature of the concrete between lOoC and 21C will be allowed during the delay period. Steam curing enclosures shall retain moisture and heat. After steaming begins, the ambient temperature may be raised at a maximum rate of 27C per hour until the surface temperature of the concrete reaches an optimum temperature with a maximum not to exceed 88C. The differential surface temperature of the concrete within a member shall not exceed 4C. during the curing period. Steaming shall continue until the stress release strength has been reached, and then the ambient temperature shall be lowered at a maximum rate of 22C per hour. A film of water shall be maintained on all unexposed surfaces of the concrete during the steam curing cycle. Maximum temperatures shall not be exceeded. Bridge members may be rejected on the basis of excessive temperature.
3. HEATED FORMS: When approved heated forms are used, the exposed surfaces of the concrete shall be kept wet at all times, and the beds shall be enclosed with a suitable weather-tight covering so supported as to ensure uniform heating throughout the bed. The requirements stated in Sub-Section 865.03.K.2. concerning the delay period, temperature control, duration of curing, and basis of rejection shall apply also to the heated form method of curing.
L. TOLERANCES: Prestressed concrete bridge members shall be manufactured within the dimensional tolerances listed in the Standard Operating Procedures for Precast/Prestressed Concrete, Laboratory SOP-3. These tolerances generally will be the maximum deviation allowed, although it is expected that normal manufacturing tolerances will be well within those listed. Bridge members may be rejected on the basis of excessive deviations.
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865.03
M. GALVANIZED COATINGS: Before shipping beams, the exposed surfaces and edges of embedded structural steel bearing components and all exposed surfaces of attached structural steel bearing components shall be galvanized in accordance with ASTM A 123 or A 153. All areas to be welded shall be touched up after the welded area has cooled, and the weld is completed and cleaned. Miscellaneous structural steel, hardware, bolts, washers, and diaphragm bars shall be galvanized prior to storage at the casting yard or jobsite.
N. MARKING: With the exception of the Department's inspection stamp, the Contrator shall be responsible for the placement and accuracy of all markings placed on bridge members in accordance with these Specifications. The Inspector will not act for the manufacturer with respect to marking, but will cooperate with the plant personnel to ensure that the work is properly done with respect to time of marking, accuracy of description, and accuracy as to location of marks and lettering. Markings shall be located so as to be hidden, after Project construction is completed. This requirement will not apply to single point pick up locations placed on piling. No unit shall be shipped from the plant until it carries the official GDT stamp and number assigned by the Department to the Inspector at the plant, nor until the markings required by these Specifications have been checked and approved by the Inspector.
1. REQUIRED MARKINGS: Bridge members shall be marked to indicate the Project identification, date of manufacture, beam identification number (properly located to coordinate with the erection drawing), pile length and location of pile single point pick up.
2. TIME OF MARKING:
a. BEFORE STRESS TRANSFER: Immediately after forms are removed and before transfer of stress, members shall be individually identified and dated in order that accurate records may be kept on each member with respect to bed location and date of concrete placement.
b. BEFORE SHIPPING: The Contractor shall give the Inspector advance notice of shipping. Mter members are secured for shipment, marking consisting of the project identification shall be applied on each member by the Contractor and the GDT stamp and number will be placed on each member by the Inspector. No GDT stamping will be done until after the members have been satisfactorily finished and stored.
O. PLANT HANDLING, STORAGE, AND SHIPPING:
1. GENERAL: Prestressed concrete bridge members shall be handled, stored, and shipped in such manner as to eliminate the danger of cracks, fractures, and excessive bending stresses. Members shall be handled by the two embedded pick up points, unless other methods are approved by the Engineer. Except for piling, members shall be handled such that their vertical axes remain plumb at all times. Members in storage shall be
1045

866.01

supported on firm blocking located immediately below to the two embedded pick up points. In multiple layer storage, members shall be supported in the stack by blocking of uniform thicknesses and in line vertically. All blocking shall be at right angles to the longitudinal axis of the member, and the longitudinal axis of the blocking shall be horizontal. Members shall not be shipped until the concrete has attained its ultimate design strength.

2. PILING: Piling may be handled, stored or shipped after stress release. Piling cracked in handling, storing, or loading may be rejected if the nature of the cracking warrants; however, cracked piling destined for locations involving sea water or alkali soils shall be rejected and so marked. Piling shall be stored in groups having the same length. Transportation of piling shall be done in a manner approved by the Engineer. Upon request the Engineer will furnish drawings giving the limits oftruck bolster spacing for various sizes and lengths of piling.

3. BEAMS: Fully pretensioned beams may be handled or stored after stress release. Pick-up and support points shall be within 900 mm of the beam ends. Fully post-tensioned beams may be handled or stored 48 hours after the grout has been placed in the tendon ducts. Beams manufactured by the combined method of pretensioning and posttensioning may be initially handled and stored after the pretensioning phase is completed; additional handling shall be delayed until 48 hours after grout placement. Beams and other superstructure units shall not be shipped until after their strength reaches the required minimum 28 day design strength. Beams shall be stored in single layers and not in stacks. They shall be so supported as to meet the following requirements concerning warp and sweep.

a. TWIST OF VERTICAL AXES OF THE ENDS OF BEAMS DUE TO MISALIGNMENT OF BLOCKING: The maximum deviation between the vertical axes of the ends of beams shall be 20 mm/m of beam height.

b.TILT OFVERTICAL AXIS OF AN END OF BEAM FROM THE

VERTICAL DUE TO DEVIATIO NOF BLOCKING FROM THE

HORIZONTAL: The maximum deviation of the vertical axis of an end

ofa beam shall be 20 mm/m of beam height.

.

c. LATERAL SWEEP DUE TO MANNER OF STORAGE: There shall be no discernible sweep induced by the manner in which a beam is stored.

d. Beams in storage shall be supported on firm blocking located within 900 mm ofthe permanent bearing area ofthe beam.

SECTION 866-PRECAST CONCRETE CATCH BASIN, DROP INLET, AND MANHOLE UNITS
866.01 DESCRIPTION: This Specification covers the manufacture of Precast Reinforced Concrete Catch Basins, Drop Inlets and Manhole Units. The finished Units shall conform to the dimensions shown on the Plans.

1046

866.03

866.02 MATERIALS: The materials to be used shall conform to the following:

Concrete, Class AA-1, Vibrated, Air Entrained Reinforcement for Concrete
Steel Bars Steel Wire Welded Steel Fabric

500*
853.01 853.06 853.07

*Except that concrete compressive strength shall be at least 28 MPa and requirements for gradation shall not apply.

866.03. MANUFACTURE:

A. TESTING AND INSPECTION: Acceptability of the Units shall be determined by the results of compressive tests on concrete cylinders and by inspection during manufacture to determine their conformance with the design and quality of work prescribed in these Specifications and on the
Plans. The Units will be considered ready for acceptance regardless of age
when they conform to the strength requirements, as indicated by the specified tests.
The manufacturer shall furnish such facilities and assistance as is required to carryon the sampling and testing in an expeditious and satisfactory manner.

B. REINFORCEMENT: Reinforcement shall be as shown on the Plans, with the following permissible variations in position: Except at pipe connections, variations in the position of the reinforcement shall not exceed 5 mm from the position shown in the design. The cover on the reinforcement shall not be less than that shown
on the Plans.

C. CASTING: The concrete in each Unit shall be placed without interruption, and shall be consolidated by the use of an approved vibrator, supplemented by such hand-tamping as may be necessary to force the concrete into the corners of the forms and prevent the formation of stone pockets or cleavage planes.
1. HOLES FOR PIPES: Each hole shall be approximately 100 min larger than the outside diameter ofthe pipe for which it is provided.

D. CURING: The Units shall be cured by one ofthe methods given herein for a sufficient length of time so that the concrete will develop the specified compressive strength.

1. The Units may be placed in a curing chamber, free from outside drafts and cured in a moist atmosphere not exceeding 70C maintained by the injection of steam for such time and such temperature as may be needed to obtain proper curing. The curing chamber shall be so constructed and the units so placed as to allow full circulation of steam around each entire Unit.

1047

868.01

2. The Units may be cured by being kept wet for not less than 72 hours under normal summer temperature conditions. In colder weather the water curing period shall be extended, as directed by the Engineer, to provide equivalent curing. The Units shall be protected from freezing from the time the concrete is placed and until curing is completed.

E. REMOVAL OF FORMS: The forms shall remain in place until they can be removed without damage to the Unit.
F. QUALITY OF WORK: The Units shall be true to shape and their surfaces shall be smooth, dense and uniform in appearance. Minor surface cavities or irregularities which do not impair the service value of the Unit and which can be corrected without marring its appearance shall be painted with approved mortar as soon as the forms are removed. Such minor defects shall not constitute cause for rejection.

G. COMPRESSIVE STRENGTH: Compression tests for satisfying the minimum strength requirements will be made on cylinders. A minimum of three cylinders will be made from each day's pour and cured in the same manner as the Precast Units.

H. REJECTION: Units will be subject to rejection because of failure to meet any of the requirements specified above; and in addition, any or all of the following defects shall be sufficient cause for rejection:

1. Defects that indicate imperfect mixing and molding.

2. Defects indicating honeycombed or open texture.

3. Exposure of the reinforcement when such exposure would indicate that the reinforcement is misplaced.
I. MARKING: Each Unit shall bear the name or trademark of the manufactUrer and the date it was cast, stenciled or otherwise placed thereon in such a manner as to be clearly legible at time of delivery. At the time it is approved by the Inspector, each Unit will be stamped with the official mark of the Department or Certified Pipe Technician number (CPT). The acceptance of any materials or finished Units by the Inspector will not prevent them from being rejected later if they are found to be defective. No Unit shall be shipped or transported to the installation site unless it bears all the above required markings.

J. TESTING: Method oftest shall be in accordance with the following:

Compressive Strength

AASHTO T 22 and T 24

SECTION 86B-BITUMINOUS ADHESIVE FOR RAISED PAVEMENT MARKERS
868.01 GENERAL: This Section establishes the requirements for bituminous type hot-melt adhesive to be used for placement of raised pavement markers. The adhesive shall be an asphaltic material with a

1048

868.01

homogenously-mixed filler and shall comply with the following requirements:

A. PHYSICAL REQUIREMENTS:

1. Adhesive properties determined on the asphaltic material with filler.

MIN.. MAX. TEST METHOD

Softening Point, C

95

Penetration, mm 100 g, 5 sec.,

25C

10

Flow, mm

AASHTO T 53

20

AASHTOT49

5

ASTM D 3407 (As

modified in Test

Methods)

MAX. TEST METHOD

Viscosity, 204C, Pas Flash Point, C.O.C., C

7.5

ASTM D 2669 (as

modified in Test

Methods)

285

AASHTO T 48

2. Asphalt Properties determined on the filler-free material derived from the extraction and Abson recovery process as explained in Test Methods.

MIN. MAX. TEST METHOD

Penetration, mm, 100 G, 5 sec.,

25C

25

Viscosity, 135C, Pas

1.2

Viscosity Ratio, 135C

AASHTOT49

AASHTOT202

2.2

As explained in

Test Methods

3. Filler properties determined using the filler separation techniques described in Test Methods.

MIN. MAX. TEST METHOD

Filler Content, % by weight 50

Filler Fineness, % passing-

45p.rn

75

75 JIm

95

150 JIm

100

75

As in Test Methods

ASTM C 430 (As modified in Test Methods)

B. TEST METHODS:

1. FLOW:Flow shall be determined according to Section 6, Flow, of ASTM D 3407 with the exception that the oven temperature shall be 70C 1C and sample preparation shall be according to Sub-Section 7.1 of AASHTOT49.

2. VISCOSITY: Viscosity is to be determined according to ASTM D 2669 using a spindle speed of 10 rpm. The adhesive shall be heated to approximately 210C and allowed to cool. Viscosity shall be determined at 204C 0.6C.

1049

868.01
3. ASPHALT PROPERTIES: Properties of the base asphalt are to be determined on the material obtained from the following extraction and Abson recovery methods. The asphalt shall be extracted by heating the adhesive just to the point where it will easily flow and then transfer 125 - 150 g into 400 mL of trichloroethylene with a temperature of 51C to 66C. This mixture shall be thoroughly stirred to dissolve the asphalt. The trichloroethylene-asphalt mixture shall be decanted and the asphalt shall be recovered using the Abson recovery method, ASTM D 1856 as modified by the following. The extraction methods of ASTM D 2712 will not apply and there shall be no filtration of the solvent-asphalt mixture. The extraction solution of trichloroethylene and asphalt shall be centrifuged for at least 30 minutes at 770 times gravity in a batch centrifuge. Decant this solution into the distillation flask, taking care not to include any filler sediment. Apply heat and bubble carbon dioxide slowly to bring the solution temperature of 149C. At this point the carbon dioxide flow is increased 800 - 900 ml per minute. The solution temperature is maintained at 160C to 168C with this carbon dioxide flow for at least 20 minutes and until the trichloroethylene vapors have been completely removed from the distillation flask. The above extraction-recovery method shall be repeated as necessary to obtain the desired quantity of asphalt. The asphalt recovered shall be used to determine penetration, 135C viscosity and 135C viscosity ratio.
4. VISCOSITY RATIO: 135C viscosity ratio shall be determined by comparing the 135C viscosity on the base asphalt before and after the Thin-Film Oven Test. The Thin-Film Oven Test shall be performed as in ASTM D 1754. The specific gravity shall be determined by pycnometer as in ASTM D 70 for use in the Thin-Film Oven Test. The 135C viscosity ratio shall be calculated by dividing the viscosity after the Thin-Film Oven Test by the original 135C viscosity.
5. FILLER MATERIAL: The filler material shall be separated from the asphalt to determine Filler Content and Filler Fineness. The portion by weight of the adhesive insoluble in 1, 1, 1-trichloroethane shall be determined by weighing 10.00 g 0.01 g of solid adhesive into a centrifuge flask with approximately 100 ml volume such as that specified in ASTM D 1796. Add 50 ml of 1, 1, 1-trichloroethane to the adhesive, which should be broken up into small pieces in order to speed the dissolution solids. Place the sample flask in a balanced centrifuge and spin using a minimum relative centrifugal force of 150 (as determined in Section 6 of ASTM D 1796) for 10 minutes. Remove the sample flask and decant the solvent, taking care not to lose any solids. Repeat the application of solvent and centrifuging until the solvent becomes clear and the filler is visually free of asphalt. Dry the filler at 71C 3C to remove solvent and weigh the resulting filler. Filtration of the decanted solvent may be performed to verify there is no loss of filler. Percent filler content is calculated as follows:
1050

870.01

Filler

Cont

ent

(Jf
,-;0

by

Wel.gh

t

=

(0Fni.lgl.emr aWI At.,dgh)eS(1l.V0e0)Wt., g

Filler Fineness shall be determined according to ASTM C 430 using number 45 p.m, 75 p.m, and 150 JIm sieves. This method is to be modified by the use of a water soluble non-ionic wetting agent, such as Triton X100, to aid the wetting action. Concentration of the surfactant solution shall be approximately one percent by weight. The one-gram dry sample shall be thoroughly wetted in the surfactant solution and allowed to soak for 30 minutes. The filler shall be transferred completely into the sieve cup and water spray applied for two minutes. Surfactant solution
may be added as needed and physical means used to disperse any clumped particles. The sample shall then be dried and handled as directed in ASTM C 430.

C. PACKAGING AND LABELING: The adhesive shall be packed in selfreleasing cardboard containers, approximately 250 mm cube, which will stack properly. Containers shall have a net weight of 27 kg and contain two 13.5 kg cubes. The label shall show the manufacturer, quantity, and batch number. "Bituminous Adhesive for Pavement Markers" shall be printed on the label.

D. CERTIFICATION: A certification from the manufacturer showing the physical properties of the bituminous adhesives and conformance with the Specification will be required in accordance with Sub-Section 106.05.

E. ACCEPTANCE: Even though a bituminous adhesive meets all requirements of this Specification, failure to perform adequately in field evaluation of actual use shall be just cause for rejection.

SECTION 87o-PAINT
870.01 GENERAL: This Specification covers the requirements for all paints, including pigments, vehicles, and the compositions of prepared paints for all purposes specified.
A. INGREDIENTS: All ingredients of all paints shall be subject to the Engineer's approval, and shall be 'mixed in the proportions specified for each kind of paint. The formulas given represent the proportions by weight, of the materials to be used.
B. CONDITION OF MIXED PAINTS: Mixed paints shall not liver or curdle, and the pigments shall remain in suspension to a reasonable degree satisfactory to the Engineer.
C. INSPECTION: Inspection and analysis will be made at the point of manufacture in accordance with SOP-14. The manufacturer shall furnish all necessary assistance, and the Inspector will be permitted to test the ingredients before the paint is made and to witness the grinding of the paint. The Department reserves the right to sample and test all paint at any

1051

870.01
time before it is used.
D. FILLING AND PACKAGING: All paints shall be strained before filling the containers. Paints shall be shipped in strong, substantial containers plainly marked with the paint name and number, color, volume, and with the name and address of the manufacturer. The date of manufacture and the manfacturer's lot number shall be stamped or stenciled on every package. Traffic line paint manufactured for the Department shall be delivered in 208 liter drums. The kind of paint, requisition number, purchase order number, gross and net weights shall be stenciled on the head of each drum. The drums shall be of the removable head type.
E. MANUFACTURER'S GUARANTEE: The manufacturer of each brand of paint submitted for acceptance under these Specifications, and all contractors proposing to use any of the kinds of paint here specified, shall furnish the Department a certificate of analysis and manufacturer's guarantee. The certificate of analysis shall show the trade name of the paint to be furnished including a facsimile of the label, if the paint is ready-mixed, and an analysis showing the percentage of each of the chemical elements and compounds in the pigment and vehicle. The guarantee shall assert that all paint furnished will conform to the analysis shown on the certificate filed, and to the statement of the percentages of ingredients shown on the labels required to be on each container. The guarantee shall be sworn to by a person having authority to bind the manufacturer into an agreement.
F. FINISHED PAINTS: Uness otherwise specified, all paints shall be delivered to the Project or the Department completely mixed and ready for use without the addition of oils or thinner. Paints shall be well ground, shall not settle or cake badly in the container, and shall be readily broken up to a smooth uniform paint of good brushing consistency. When brushed or rolled on a smooth, vertical surface, the paint shall dry hard and elastic without running, streaking, sagging, or spotting. Paint for spray application shall spray satisfactorily in all respects, particularly with reference to freedom from running, sagging, and streaking. For the purpose of identification the first coat of paint applied in the shop or in the field to uncoated structural steel or wood shall be called the primer coat. The paint covering the primer coat shall be called the second coat, and the paint covering the second coat shall be called the third coat.
G. TESTS: Methods of tests for all paint analyses shall be in accordance with the Federal Test Methods, Standard No. 141 or the ASTM standard methods of tests for paint. Color matching shall be by visual inspection by comparison with standard color chips which may be obtained from the Office ofMaterials and Research.
H. TOLERANCES: A tolerance of one percent of the required value will be accepted for the paint formulation and property requirements, except that,
1052

870.02
where maximum and minimum values are shown, this tolerance does not apply.
870.02 PAINTS FOR STRUCTURAL STEEL: The structural steel paints shall conform to the applicable requirements of Sub-Section 870.01 and to the following:

NO. lA RED PRIMER. BRUSHING, ROLLER OR AIRLESS SPRAY TYPE

Paint Composition, percent by weight Pigment Vehicle
Coarse Particles, total residue retained on 45 ].lm sieve, based on paint, percent by weight
Fineness of Grind, North Standard Viscosity, Krebs Units Moisture Content, percent by weight Drying Time, hours
Set to touch Dry through

Maximum 47

Minimum 53

1.0

4.5

81

75

0.5

6 18

Weight per L, kg

1.52

Pigment Composition, percent by weight

Zinc Hydroxy Phosphite, ASTM D 4462

73

Red Iron Oxide ASTM D 3721 Organo Montmorillonitel

24

1.0

0.8

Vehicle Composition, percent by weight

Non-Volatile2

66

Raw Linseed Oil, ASTM D 234

Alkyd Resin Solution, Federal

Specification TT-R-266, Type I,

Class "A"

Thinner and Driers

34

Thinners, Federal Specification

TT-T-291

Driers, ASTM D 600 Class "C"

NOTES: lOrgano Montmorillonite should be prewetted with 20-30% (95%) methyl alcohol by weight.

2fJ'he non-volatile vehicle shall be composed of 1:1 proportions, by weight of raw linseed oil and alkyd resin, respectively.

1053

870.02

NO. 2A BUFF. BRUSHING. ROLLER. OR AIRLESS SPRAY TYPE

Maximum

Paint Composition, percent by weight

Pigment

Vehicle

48

Coarse Particles, total residue retained

on 45 JIm sieve, based on paint,

percent by weight

1.0

Fineness of Grind, North Standard

Viscosity, Krebs Units

82

Moisture Content, percent by weight

0.5

Drying Time, Hours

18

Weight per L, kg

Color: Shall match the Department's

Standard Color Chip

Pigment Composition, percent by weight

Zinc Hydroxy Phosphite, ASTM D 4462

Titanium Dioxide ASTM D 476 Type IV

Organo Montmorillonitel

1.0

Tinting Pigments*

3.5

Yellow Oxide ASTM D 768

Red Iron Oxide ASTM D 3721

Lampblack ASTM D 209

*Tinting pigments may be added as predispersed pigments

Vehicle Composition, percent by weight

Non-Volatile2

Raw Linseed Oil, ASTM D 234

Alkyd Resin Solution, Federal

Specification TT-R-266, Type I, Class "A"

Thinners and Driers

34

Thinners, Federal Specification

TT-T-291

Drier, ASTM D 600 Class "C"

Minimum 52
4 75 1.50
75 19 0.75 3.0
66

NOTES: IFor the greatest effectiveness, the Organo Montmorillonite should be prewetted with 20-30% (95%) methyl alcohol by weight.

2Ifhe non-volatile vehicle shall be composed of 1:1 proportions by weight of raw linseed oil and alkyd resin, respectively.

NO. 2B. ALUMINUM
The aluminum paint shall be prepared by thoroughly mixing aluminum paste with mixing vehicle in the proportions of 0.24 kg of paste to 1.0 L of vehicle. It is preferred that mixing be done at the factory. Special care must be taken to secure thorough mixing with a minimum of stirring required. The paint shall show satisfactory leafing qualities and shall cover solidly in one
1054

870.02

coat, without running, streaking, or sagging. When two coats of aluminum paint are to be applied, the first coat shall be tinted with iron blue paste so that the two coats can be distinguished.

Paint Composition Aluminum Paste, AASHTO M 69, kg Aluminum Vehicle, AASHTO M 69, L
Drying Time, hours Set to touch Dry Through

Maximum
1.0 8 24

Minimum 0.24
2

NO. 3A BROWN. BRUSHING. ROLLER. OR AIRLESS SPRAY TYPE

Maximum Minimum

Paint Composition, percent by weight

Pigment

47.0

45.0

Vehicle

55.0

53.0

Pigment Composition, percent by weight

Basic Lead Silico Chromate, ASTM D 1648

38.0

36.0

Red Iron Oxide-85% ASTM D 3721

28.0

27.0

Titanium Dioxide, Rutile, Chalk

Resistant, ASTM D 476, Type IV

16.5

15.5

Barium Sulfate, ASTM D 602

14.5

Organo Montmorillonite

0.6

Tinting Colors (Phthalocyanine blue,

Lampblack, and Yellow Iron Oxide)

Remainder

Vehicle Composition, percent by weight

Alkyd Resin, TT-R-266, Type I, Class "A"

57.0

Raw Linseed Oil, ASTM D 234

20.0

Mineral Spirits, Driers, Antiskinning

Agents and MethanollWater 95/5*

23.0

Percent Non-Volatile Vehicle

59.0

Properties of Finished Paint

Weight per L, kg

1.38

Viscosity, Krebs Units

75

68

Fineness ofGrind, North Standard

4.0

Color shall match Federal Standard Colors No 595-30111

*Prewet Organo Montmorillonite with 95/5 methanol/water before adding to grind.

1055

870.02

NO. 3B. GREEN. BRUSHING. ROLLER OR AIRLESS SPRAY TYPE

Maximum Minimum

Paint Composition, percent by weight

Pigment

36

Vehicle

64

Coarse Particles, total residue retained

on 45 JIm sieve, based on paint,

percent by weight

0.5

Fineness of Grind, North Standard

4

Viscosity, Krebs Units

85

75

Moisture Content, percent by weight

0.5

Drying Time, hours

8

Weight per L, kg

1.21

Color: Shall match the Department's

Standard Color Chip

Pigment Composition, percent by weight

Zinc Hydroxy Phosphite, ASTM D 4462

25

Titanium Dioxide, ASTM D 476, Type IV

2

Magnesium Silicate, ASTM D 605 Organo Montmorillonitel

42

40

1.5

1.2

Chromium Oxide, ASTM D 263

20

19

Pure Tinting Colors (No chrome

green allowed)

Remainder

Yellow Iron Oxide, ASTM D 768

Red Iron Oxide, ASTM D 3721

Lamp Black, ASTM D 209

Phthalocyanine Green,2 ASTM D 3021

Vehicle Composition, percent by weight

Non-Volatile

50

Alkyd Resin Solution, Federal

Specification TT-R-266, Type I,

Class "N'

Thinners and Driers

50

Thinners, Federal Specifications

TT-T-291

Drier, ASTM D 600 Class "C"

NOTES: lOrgano Montmorillonite shall be prewetted with 20-30% (95%) methyl alcohol by weight.

2Chlorinated Copper Phthalocyanine, full strength, oil dispersable.

1056

870.03

870.03 TRAFFIC LINE PAINTS:

A. GENERAL: Traffic Line Paints shall conform to the applicable requirements of Sub-Section 870.01 and to the following:

NO. 4A. WHITE TRAFFIC LINE PAINT

Maximum Minimum

Paint Composition, percent by weight Pigment Vehicle Non-Volatile Vehicle, percent by weight of vehicle
Pigment Composition, percent by weight Titanium Dioxide, ASTM D 476 Type II, Rutile Calcium Carbonate, ASTM D 1199, Type GC,t Grade 1 Diatomaceous Silica, ASTM D 604, TypeB Magnesium Silicate, ASTM D 605 Organo Montmorillonite2
Vehicle Composition, percent by weight Alkyd Resin Solution Petroleum Thinner, Driers, and other additives
Alkyd Resin Solution Characteristics Type Type of Oil
Non-Volatile, percent by weight Volatile Type Viscosity, Gardner-Holdt Viscosity, at 45% Solids Color, Gardner-1953 Acid Number, Solids Basis Alkyd Resin Solution Characteristics kg/L solution Modifying Oil Iodine Number 3 Phthalic Anhydride, percent by
weight of Non-Volatile Oil Acids, percent Compatability
Resin and/or Derivatives Phenolic Resin Modifiers

50

47

53

50

42

30

28

30

27

21

19

21

19

0.8

0.3

70.0

30.0

Pure Drying Alkyd

Soya, Linseed, or

mixture of the two

61

59

VM & P Naphtha

Z5

Z3

G

D

10

3

8

0.93

0.92

115

33

55

48

500% in VM&P

Naphtha

None

None

NOTES: lIn lieu of the composition requirements ofType GC, the following chemical composition will be acceptable:

1057

870.03

Moisture and other volatile matter, percent by weight
Total Calcium and Magnesium Carbonates, percent by weight Magnesium Carbonate

Maximum 0.2 3

Minimum 95

20rgano Montmorillonite shall be prewetted with 20-30% (95%) methyl alcohol by weight.

srrhe modifying oil acids, isolated by Federal Test Method No. 141, Method 7031, shall have an Iodine Number as specified in Alkyd Resin Solution Characteristics.

B. FINISHED PAINT:

1. FLEXIBILITY: The paint shall be applied to a 0.39 mm, clean tin plate panel, to a wet film thickness of approximately 0.05 mm, with a doctor blade or other suitable means. The panel shall be dried in a horizontal position for 18 hours, and shall then be baked for five hours at 105C to 110C. The panel shall be cooled to approximately 25C and bent double over a 13 mm rod. The film shall show no cracking or flaking upon bending, or straightening.

2. BLEEDING: When painting over a bituminous surface of the types used in Georgia, no perceptible bleeding shall occur.

3. COLOR: The paint shall dry to a pure, intense white and furnish the maximum amount of opacity and visibility under both daylight and artificial light. It shall not discolor on exposure to weather or traffic and shall not show "appreciable discoloration through staining during
its service life on either concrete or bituminous surface.

4. CONSISTENCY: The viscosity of the paint when measured at 25C shall be 85 - 100 Krebs Units.

5. MOISTURE CONTENT: Shall contain no more than 0.5% water.

6. DRYING: The paint shall dry to no pickup within 45 minutes when tested according to ASTM D 711.

7. SPRAYING: The paint shall be mixed at the factory ready for application through spray machines without the necessity of using thinners.

8. STORAGE: The paint shall not cake, liver, thicken, curdle, gel, or show any other objectionable properties after storage for 6 months.

9. COARSE PARTICLES AND SKINS: The paint shall contain no more than 1.0 percent.

10. FINENESS OF GRIND: The paint shall have a grind of 3 - 5 Hegman scale.

1058

870.03
11. WEIGHT PER LITER: The paint shall weigh a minimum of 1.23 kglL at 25C.
12. PACKAGING: The finished paint shall be passed through a 425 ].lm mesh screen while filling the containers.

NO. 4B. YELLOW TRAFFIC LINE PAINT

A. PROPERTIES:

Maximum Minimum

Paint Composition, percent by weight

Pigment

50

47

Vehicle

53

50

Non-Volatile Vehicle, percent by

weight of vehicle

42

Pigment Composition, percent by weight

Chrome Yellow, ASTM D 211, Type III,

Medium Chrome Yellow

37

35

Calcium Carbonate, ASTM D 1199,

Type GC\ Grade 1

20

18

Diatomaceous Silica, ASTM D 604,

TypeB

22

20

Magnesium Silicate, ASTM D 605

25

23

Organo Montmorillonite2

0.8

0.3

Vehide Composition, percent by weight Alkyd Resin Solution Petroleum Thinner, Driers, and other additives
Alkyd Resin Solution Characteristics Type Type of Oil
Non-Volatile, percent by weight Volatile Type Viscosity, Gardner-Holdt Viscosity, at 45% Solids Color, Gardner-1953 Acid Number, Solids Basis Alkyd Resin Solution Characteristics kgIL solution Modifying Oil Iodine Number a Phthalic Anhydride, percent by
weight of Non-Volatile Oil Acids, Percent Compatability

70.0

30.0

Pure Drying Alkyd

Soya, Linseed, or

mixture of the two

61

59

zVsM & P Naphthzaa

G

D

10

3

8

0.93

0.92

115

33

55

48

500% in VM&P

Naphtha

1059

870.03

Resin and/or Derivatives Phenolic Resin Modifiers

Maximum Minimum
None None

NOTES: lIn lieu of the composition requirements of Type GC, the following chemical composition will be acceptable:

Moisture and other volatile matter,

percent by weight

0.2

Total Calcium and Magnesium Carbonates,

percent by weight

95

Magnesium Carbonate

3

20rgano Montmorillonite shall be prewetted with 20-30% (95%) methyl alcohol by weight.
3IJ'he modifying oil acids, isolated by Federal Test Method No. 141, Method 7031, shall have an Iodine Number as specified in Alkyd Resin Solution Characteristics.
B. FINISHED PAINT: The finished paint shall meet the requirements of No. 4A, White Traffic Line Paint, with the following exceptions.

1. COLOR: The paint shall dry to a bright chrome yellow and furnish the maximum amount of opacity and visibility under both daylight and artificial light. It shall not discolor on exposure to weather or traffic and shall not show appreciable discoloration through staining during its service life on either concrete or bituminous surfaces.
2. WEIGHT PER LITER: The paint shall weigh a minimum of 1.25 kg/L at 25C.

NO. 4C. BLACKTRAFFIC liNE PAINT

A. PROPERTIES:

Maximum

Paint Composition, percent by weight

Pigment

43.0

Vehicle

59.0

Non-Volatile Vehicle, percent by

weight of vehicle

Pigment Composition, percent by weight

Lamp Black, ASTM D 209

Calcium Carbonate, ASTM D 1199,

Type GC,l Grade 1

34.0

Diatomaceous Silica; ASTM D 604,

TypeB

23.0

Magnesium Silicate, ASTM D 605

44.0

Organo Montmorillonite2

0.8

Minimum
41.0 57.0
42.0
3.0
32.0
21.0 42.0 0.3

1060

870.03

Vehicle Composition, percent by weight Alkyd Resin Solution Petroleum Thinner, Driers, and other additives
Alkyd Resin Solution Characteristics Type Type of Oil
Non-Volatile, percent by weight Volatile Type Viscosity, Gardner-Holdt Viscosity, at 45% Solids Color, Gardner-1953 Acid Number, Solids Basis Alkyd Resin Solution Characteristics kg/L solution Modifying Oil Iodine Number Phthalic Anhydride, percent by
weight of Non-Volatile Oil Acids, percent Compatability
Resin and/or Derivatives Phenolic Resin Modifiers

Maximum Minimum

70.0

30.0

Pure Drying Alkyd

Soya, Linseed, or

mixture of the two

61

59

VM & P Naphtha

Z5

Z3

G

D

10

3

8

0.93

0.92

115

33

55

48

500% in VM & P

Naphtha

None

None

NOTES: lCalcium Carbonate meeting the following chemical composition may be used in lieu of the chemical composition requirements of Type GC. All physical properties prescribed for Type GC, Grade 1 are required.

Moisture and other volatile matter,

percent by weight

0.2

Total Calcium and Magnesium Carbonates,

percent by weight

95.0

Magnesium Carbonate

3.0

20rgano Montmorillonite shall be prewetted with 20-30% (95%) methyl alcohol by weight.

arrhe modifying oil acids, isolated by Federal Test Method No. 141, Method 7031, shall have an Iodine Number as specified in Alkyd Resin Solution Characteristics.

B. FINISHED PAINT: The finished paint shall meet the requirements of No. 4A, White Traffic Line Paint, with the following exceptions:

1. COLOR: The paint shall dry to a pure, flat black and furnish the maximum amount of opacity and visibility under both daylight and artificial light. It shall not discolor on exposure to weather or traffic and shall not show appreciable discoloration through staining during its

1061

870.03
service life on either concrete or bituminous surfaces. 2. WEIGHT PER LITER: The paint shall weigh a minimum of 1.09 kg/L at
25C.

ALTERNATE RESIN SOLUTION CHARACTERISTICS FOR TRAFFIC LINE PAINT

The following resin solution characteristics and paint properties may be used in lieu of the properties shown in Sub-Section 870.03.A.

No. 4A, White Traffic Line Paint No. 4B, Yellow Traffic Line Paint No. 4C, Black Traffic Line Paint

A. PROPERTIES:
Vehicle Composition, percent by weight Alkyd Resin Solution Petroleum Thinner, Driers, and other additives
Alkyd Resin Solution Characteristics Type Non-Volatile, percent by weight Volatile Type Viscosity, Gardner-Holdt Color, Gardner-1953 Acid No. kg/L solution Modifying Oil Iodine Number Phthalic Anhydride, based on non-volatile Oil, based on non-volatile Mineral Spirits tolerance, percent Resin and/or Derivatives Phenolic Resin Modifiers

Maximum Minimum

77.8

22.2

Pure Drying Alkyd

56.0

54.0

VM & P Naphtha

Y

W

11

5

0.91

0.90

140

30.0

57.0

55.5

1000

Absent

Absent

B. FINISHED PAINT: The finished paint shall meet the requirements of No. 4A, White Traffic Line Paint, with the following exceptions:

WEIGHT PER LITER

No. 4A, White Traffic Line Paint No. 4B, Yellow Traffic Line Paint No. 4C, Black Traffic Line Paint

Minimum Weight/Liter
1.30 kg 1.33 kg 1.19 kg

1062

870.03

NO. 4D. FAST DRY WHITE TRAFFIC PAINT

A. PROPERTIES

Maximum Minimum

Paint Composition, percent by weight

Pigment

58.0

52.0

Vehicle

48.0

42.0

Non-Volatile Vehicle, percent by weight

of vehicle

38.0

Viscosity, Krebs Units

95.0

75.0

Directional Reflectance, ASTM E97

84.0

Dry Opacity at 0.13 mm ASTM D 2805

0.96

Moisture Content, percent

0.5

Pigment Composition, percent by weight

Titanium Dioxide ASTM D 476,

Type II Rutile

24.0

Calcium Carbonate ASTM D 1199,

Type GC Grade 1

50.0

Magnesium Silicate ASTM D 605

25.0

Vehicle Characteristics Type
Phthalic Anhydride, based on non-volatile Rosin and/or Derivatives

Alkyd Resin Solution 40.0
None

B. FINISHED PAINT

1. FLEXIBILITY: The paint shall be applied to a 0.39 mm, clean tin plate panel, to a wet film thickness of approximately 0.05 mm, with a doctor blade. The panel shall be dried in a horizontal position for 18 hours, and shall then be baked for 5 hours at 105 to 110C. The panel shall be cooled to approximately 25C and bent double over a 13 mm rod. The film shall show no cracking or flaking on bending or straightening.

2. BLEEDING: When painting over a bituminous surface no perceptible bleeding shall occur.

3. COLOR: The paint shall dry to a pure, intense white and furnish the maximum amount of opacity and visibility under both natural and artificial light. It shall not discolor on exposure to weather or traffic and shall not show appreciable discoloration through staining during its service life on either concrete or bituminous surface.

4. SPRAYING: The paint shall be mixed at the factory, ready for application through spray machines without the necessity of using thinners.

5. STORAGE: The paint shall not cake, liver, thicken, curdle, gel or show any other objectionable properties after storage for six months.

1063

870.03

6. PACKAGING: The finished paint shall be passed through a 425 pm mesh screen while filling the containers.

7. DRYING: The finished paint shall dry to no-pick-up within 5 minutes when tested in accordance with ASTM D 711. The paint shall dry to a no-tracking condition for the time intervals, and spray orifice paint temperatures listed in the table below when applied at 0.38 mm wet. The no-pick-up time shall be determined by passing over the line in a simulated passing maneuver with a passenger car traveling 35 mph. A line showing no visual deposition when viewed from a distance of 15 m shall be considered as conforming to the field drying requirement.

SPRAY ORIFICE PAINT TEMPERATURE
Ambient 50C 60C 70C 75C

MAXIMUM ALLOWABLE NO-PICK-UP TIME
5 Minutes 90 Seconds 60 Seconds 45 Seconds 40 Seconds

NO. 4E. FAST DRY YELLOW TRAFFIC PAINT

A. PROPERTIES

Maximum Minimum

Paint Composition, percent by weight

Pigment

58.0

52.0

Vehicle

48.0

42.0

Non-Volatile Vehicle, precent by weight

of vehicle

38.0

Viscosity, Krebs Units

95.0

75.0

Directional Reflectance, ASTM E 97

50.0

Dry Opacity at 0.13 mm, ASTM D 2805

0.96

Moisture Content, percent

0.5

Pigment Composition, percent by weight

Medium Chrome Yellow, ASTM D 211

Type III

24.0

Calcium Carbonate, ASTM D 1199

Type GC, Grade 1

50.0

Magnesium Silicate, ASTM D 605

25.0

Vehicle Characteristics Type Phthalic Anhydride, based on non-volatile Rosin and/or Derivatives

Alkyd Resin Solution 40.0
None

B. FINISHED PAINT: The finished paint shall meet the requirements of

1064

870.03
White Fast Dry Traffic Paint with the following exception:
1. COLOR: The paint shall dry to a bright chrome yellow and furnish the maximum amount of opacity and visibility under both natural and artificial light. It shall not discolor on exposure to weather or traffic and shall not show appreciable discoloration through staining during its service life on either concrete or bituminous pavement.

No. 5A. WATERBORNE WHITE TRAFFIC LINE PAINT

A. PROPERTIES:

Maximum

Paint Composition, percent by weight

Pigment

63

Vehicle

40

Non-Volatile Vehicle, percent by

weight of vehicle

50

Pigment Composition, percent by weight

Titanium Dioxide, ASTM D 476

Type II, Rutile

Calcium Carbonate, ASTM D 1199

Type GC Grade 1

87

Vehicle Composition, percent by weight

Acrylic Emulsion E -2706 (50% NV)l 90

Methanol

7

Texanol Coalescent

5

Other Additives

5

Minimum 60 37 42
13
85 5 4 0

lor approved equivalent

B. FINISHED PAINT:
1. FLEXIBILITY: The paint shall be applied to a 0.39 mm, clean tin plate panel, to a wet film thickness of approximately 0.05 mm, with a doctor blade or other suitable means. The panel shall then be dried in a horizontal position for 18 hours, and shall then be baked for five hours at 105C to 110C. The panel shall be cooled to approximately 25C and bent double over a 13 mm rod. The film shall show no cracking or flaking upon bending, or straightening.
2. BLEEDING: When painting over a bituminous surface of the types used in Georgia, no perceptible bleeding shall occur.
3. COLOR: The paint shall dry to a pure, intense white and furnish the maximum amount of opacity and visibility under both daylight and artificial light. It shall not discolor on exposure to weather or traffic and shall not show appreciable discoloration through staining during its service life on either concrete or bituminous surface.

1065

870.03
4. CONSISTENCY: The viscosity of the paint when measured at 25 C shall be 80 - 100 Krebs Units.
5. DRYING: The paint shall dry to no pickup within 2 minutes when tested according to ASTM D 711. The paint shall dry through within 20 minutes when applied at 0.38 mm wet thickness at 25C.
6. SPRAYING: The paint shall be mixed at the factory ready for application through spray machines without the necessity of using thinners.
7. STORAGE: The paint shall not cake, liver, thicken, curdle, gel, or show any other objectionable properties after storage for 6 months.
8. COARSE PARTICLES AND SKINS: The paint shall contain no more than 1.0 percent.
9. FINENESS OF GRIND: The paint shall have a grind of 2 - 5 Hegman scale.
10. WEIGHT PER LITER: The paint shall weigh a minimum of 1.68 kg/L at 25C.
11. PACKAGING: The fmished paint shall be passed through a 425 11m screen while filling the containers.
12. FREEZE - THAW STABILITY: The paint shall show no coagulation or change in consistency greater than ten (10) Kreb Units, when tested in accordance with TT-P-1952B.
13. HEAT STABILITY: The paint shall show no coagulation, discoloration or change in consistency greater than ten (10) Kreb Units, when tested in accordance with TT-P-1952B.
14. pH: The pH shall be greater than 9.5.

NO. 5B. WATERBORNE YELLOW TRAFFIC LINE PAINT

A. PROPERTIES:

Maximum Minimum

Paint Composition, percent by weight

Pigment

63

60

Vehicle

40

37

Non-Volatile Vehicle, percent by

50

42

weight of vehicle

Pigment Composition, percent by weight

Titanium Dioxide, ASTM D 476

Type II, Rutile

4

Lead-free organic yellow No. 75

5

1066

Calcium Carbonate, ASTM D 1199 Type GC Grade 1
Vehicle Composition, percent by weight Acrylic Emulsion E-2706 (50% NV)1 Methanol Texanol Coalescent Other Additives

Maximum
91
90 7 5 5

870.03 Minimum
85 5 4

lor approved equivalent
B. FINISHED PAINT:
1. FLEXIBILITY: The paint shall be applied to a 0.39 mm, clean tin plate panel, to a wet film thickness of approximately 0.05 mm, with a doctor blade or other suitable means. The panel shall be dried in a horizontal position for 18 hours, and shall then be baked for five hours at 105C to 110C. The panel shall be cooled to approximately 25C and bent double over a 13 mm rod. The film shall show no cracking or flaking upon bending, or straightening.
2. BLEEDING: When painting over a bituminous surface of the types used in Georgia, no perceptible bleeding shall occur.
3. COLOR: The paint shall dry to a bright yellow which matches color chip #33538 of Federal Color Standard #595A within the limits of the Highway Yellow Color Tolerance Chart. The paint shall not discolor on exposure to weather or traffic and shall not show appreciable discoloration through staining during its service life on either concrete or bituminous surface.
4. CONSISTENCY: The viscosity of the paint when measured at 25 C shall be 80 - 100 Krebs Units.
5. DRYING: The paint shall dry to no pickup within two minutes when tested according to ASTM D 711. The paint shall dry through within 20 minutes when applied at 0.38 mm wet thickness at 25C.
6. SPRAYING: The paint shall be mixed at the factory ready for application through spray machines without the necessity of using thinners.
7. STORAGE: The paint shall not cake, liver, thicken, curdle, gel, or show any other objectionable properties after storage for six months.
8. COARSE PARTICLES AND SKINS: The paint shall contain no more than 1.0 percent.
9. FINENESS OF GRIND: The paint shall have a grind of 3 - 5 Hegman scale.
10. WEIGHT PER LITER: The paint shall weigh a minimum of 1.56 kg/L at 25C.

1067

870.04

11. PACKAGING: The finished paint shall be passed through a 425 pm screen while filling the containers.
12. FREEZE-THAW STABILITY: The paint shall show no coagulation or change in consistency greater than ten (10) Kreb Units, when tested in accordance with TT-P-1952B.
13. HEAT STABILITY: The paint shall show no coagulation, discoloration or change in consistency greater than ten (10) Kreb Units when tested in accordance with TT-P-1952B.

14. pH: The pH shall be greater than 9.5.

870.04 SIGN ENAMEL: Sign Enamels, baking and air-drying, except black, shall conform to the requirements of Federal Specifications TT-E-489 and to Sub-Section 870.01. The class shall be as shown for the respective types and each color shall match Federal Standard 595 as designated.

Fed. Stand. No. 595 Fed. Spec. TT-E-48ge

Color Yellow

Number 13538

Class
B A

Type
Baking Air Drying

White

17875

B

Baking

A

Air Drying

Red

11105

B

Baking

A

Air Drying

Blue

15090

B

Baking

A

Air Drying

Green

14109

B

Baking

A

Air Drying

Black Sign Enamel, shall be a semi-gloss enamel matching Federal Standard Number 595. Color 27038 and meeting the requirements of Military Specifications MIL-E-698 B and Sub-Section 870.01.
The surface preparation performed and the primer utilized shall be that recommended by the manufacturer of the sign enamel.
870.05 PAINT FOR TIMBER: Unless otherwise specified, paints for timber shall meet the requirements of Sub-Section 870.01 and Federal Specification TT-P-I04b. Where lead-free fume-resistant paint is specified, it shall meet the requirements of Federal Specification TT-P-103b. Where chalking is a specified requirement, the paint shall meet Federal Specification TT-T-I03b modified to require that the percentage ofanatose shall be equal to that specified in TT-P103b for both rutile and anatose.
870.06 MISCELLANEOUS PAINTS:
A PAINT FOR STEEL PILING AND SWAYBRACING: Paint for Steel Piling and Swaybracing shall conform to the requirements of Sub-Section 870.01 and to the following:

1068

870.06
NO. 1P, GENERAL: Normally materials used as a primer and/or finish coat shall be formulated from either a coal tar pitch or a native pyrobitumen resin. Other types of material may be used provided they meet the requirements described herein.
1. PROPERTIES:
a. COLOR: Black
b. ODOR: Coal tar materials shall be free from odors of pyridine, pyridine base and tar acid.
c. CONSISTENCY: Shall be such that it can be easily applied by brush or spray to a coverage of 1.5 m2/L, without sagging, yielding approximately 0.66 mm wet film thickness and approximately 0.33 mm dry film thickness. d. DRYING TIME: When applied at the rate of 1.5 m2/L, the material shall dry to a firm film within 24 hours at 21 to 27C and be capable of receiving a second coat.
e. CHEMICAL RESISTANCE: The material shall remain intact and in good condition when immersed for 30 days in each of the following inorganic acids, alkalies and salts: 5% sulphuric acid, 5% hydrochloric acid, 2% phosphoric acid, 5% sodium hydroxide, 25% sodium chloride, and 25% calcium chloride.
f. DURABILITY: Prior to the initial acceptance of a product to be supplied under this Specification, the complete system consisting of a primer, when required, and finish coat(s) shall be subjected to accelerated weathering and atmospheric exposure tests in accordance with ASTM D 822 and ASTM G 23, Type D.
The system shall remain intact without cracking and shall prevent the development of significant corrosion of steel for a minimum of 1500 hours exposure to the accelerated weathering test and 5 years atmospheric exposure in a coastal environment. At the discretion of the State Materials and Research Engineer, systems which perform satisfactorily for up to 3000 hours of accelerated weathering may be used pending completion ofthe 5 year atmospheric exposure tests.
Durability tests will not be required for each lot of material after the initial acceptance. Subsequent durability tests will be conducted at the discretion of the Laboratory.
NO. 2P, SPECIAL PROVISIONS COATING: Special Protective Coatings for application to steel-H piling, steel swaybracing, metal shells for cast-in-place concrete piling, or to prestressed concrete piling in all intermediate bents of the cap and pile trestle-type shall be used in lieu of any other coating required by the Specifications.
The protective coating material, which will require the approval of the Laboratory prior to its application, shall be a two-component chemically cured coal tar epoxy meeting the requirements of either Type I, Class 2, Military Specification MIL-P-23236 (Ships) or U.S. Corps of Engineers Specification C-200. The coating shall exhibit optimum
1069

870.06

chemical and physical resistance to alkalies and mineral acids under continuous immersion service. The cured coating shall be capable of withstanding considerable physical abuse from causes such as direct impact, abrasion, and flexing.
The Contractor shall furnish written certification that the material to be used meets the requirements of these Specifications.

B. GALVANIZING REPAIR COMPOUND: Galvanizing Repair Compound shall conform to the general requirements of Sub-Section 870.01 and to the following:
Maximum Minimum
1. PROPERTIES:

Paint Composition, percent by weight

Pigment

77

73

Vehicle

23

27

Pigment Composition, percent by weight

Zinc dust, Federal Specification

'IT-P-460

99

95

Dust (Metallic Zinc Powder), Type 1

Lead Suboxide Stabilizer

0.15

Suspending Agent

1.85

Vehicle Composition, percent by weight

Non-Volatile Vehicle

18

Volatile Vehicle

82

The non-volatile portion of the vehicle shall be composed of chlorinated rubber together with suitable plasticizer. The chlorine content, based on the non-volatile vehicle, shall be a minimum of 60% by weight.The volatile portion of the vehicle shall be one which will be completely compatible with
the other ingredients of the finished product and shall yield a product conforming to all the physical and chemical requirements ofthe end product.

2. FINISHED COMPOUND:

a. CONDITION IN CONTAINER: Any pigment component of the ready~ mixed compound shall not settle, when the package remains unopened
for a period of one year, to the extent that it cannot be readily dispersed by hand mixing. The liquid vehicle shall not liver, curdle, nor show excessive bodying.

b. APPLICATION PROPERTIES: The material shall be capable of application as specified in field application, without unusual difficulty in horizontal, vertical, and overhead positions when used for repairing galvanizing and for galvanizing welds.

c. ADHESIONS: Test Panels coated according to field application specifications shall be exposed to weather for a period of not less than 3 months in a position of 45 degrees vertical, facing south. At the end of this period, the test panels shall show no visible signs of peeling or flaking.

1070

870.06

d. GASSING: There shall be no appreciable gassing or pressure build up in the container when material is stored at room temperature for a 3 month period.

e. DRY FILM THICKNESS: When the compound is applied according to field application specifications a minimum dry film thickness of not less than 0.051 mm nor more than 0.064 mm shall be established.

f. DRYING TIME: The compound shall set to touch in 30 minutes and shall be dry to recoat'in 4 hours. It shall be thoroughly hard within 48 hours after application.

g. HARDNESS: After the test panels coated under these specifications have been allowed a minimum of 48 hours for drying and curing, a section shall be hand wire-brushed. This brushing shall be continued until a bright metallic appearance has developed. The brushing shall not cause the film to become less than the specified dry film thickness.

h. CONSISTENCY: The viscosity of the compound when measured at 25C shall be 123 7 Krebs units, as measured by the Stormer viscosimeter.
i. WEIGHT PER LITER: The weight per liter of the finished product shall be 2.64 10% kilograms @ 25C.

j. PACKAGING: Commercial paint packaging will be acceptable, for containers of less than 3.8 L in content. For 3.8 L packages, #26 guage steel pails shall be used. Not more than 3.8 L of compound covered by these Specifications shall be packed in a single container.

k. STORAGE: The compound shall be stored in a location where the temperature does not drop below 7C.

C. ALUMINUM CAULKING COMPOUND: Aluminum Caulking Compound shall conform to the requirements of
Sub-Section 870.01 and to the following:

Maximum Minimum

Compound Composition, percent by weight

Pigment

72

Vehicle

28

Pigment Composition, percent by weight

Calcium Carbonate, ASTM D 1199,

TypeGC

72

Mineral Filler

17

Aluminum Paste, Federal Specification

TT-P-320c, Type II, Class III

10

Titanium Dioxide, ASTM D 476,

Type II, Class II

1

Vehicle Composition, percent by weight

Non-Volatile

78.5

Refined Vegetable Oil

54

1071

870.07

Polybutene Oil Fatty Acid Thinner and Drier Color: Aluminum

Maximum 18

Minimum
24.5 3.5

CONSISTENCY: Suitable for application by hand caulking gun, knife or trowel.

ADHESION: Good adhesion to any dry, dust free or oil free surface.

CURING: Light film forms in 48 to 72 hours. Tough metallic film develops in 2 to 3 weeks.
EXPOSURE: Good resistance to water and weather.

870.07 MISCELLANEOUS PAINT MATERIALS:
A. RAW LINSEED OIL: Raw Linseed Oil shall meet the requirements of ASTMD234.

B. BOILED LINSEED OIL: Boiled Linseed Oil shall meet the requirements ofASTM D260.

C. TURPENTINE: Spirit of Turpentine shall meet the requirements of ASTM D 13.
D. MINERAL SPIRITS: Petroleum Spirits (Mineral Spirits) shall meet the requirements of ASTM D 235.

E. SPAR VARNISH: Spar Varnish shall be Varnish, Spar Phenolic Resin, Federal Specification TT-V-119.
F. TINTING PIGMENT PASTE: Lampblack, venetian blue, or iron blue may be employed as tinting pigments. Other pigments may be used for this purpose, subject to limitations prescribed by the Engineer. All tinting pigments shall be added in paste form.

G. PUTTY: Putty shall meet the requirements of Federal Specifications TT-P791a, Type II.

SECTION SSo-WATER
880.01 WATER FOR PORTLAND CEMENT MIXTURES: Water for Portland Cement Mixtures shall be reasonably clear and free from oil, salt, acid, alkali,oganic and other injurious substances.
A. SOURCES: Water which is suitable for drinking and is used for ordinary household purposes, may be accepted without being tested. Water from shallow, muddy or marshy surfaces shall not be used. All other sources shall be tested and approved before they are used. When the source of water is relatively shallow, it shall be kept at such a depth and the intake so enclosed as to exclude silt, mud, grass and all other foreign material.

1072

881.05

B. CHEMICAL REQUIREMENTS: Water shall not contain impurities in excess of the following limits:

Acidity or alkalinity calculated in terms of calcium carbonate Total organic solids Total inorganic solids Sulphate (S04) Chloride

0.05% 0.05% 0.05% 0.05% 0.01%

C. PHYSICAL REQUIREMENTS: When tests are made comparing the water with water of known satisfactory quality, any indication of unsoundness, marked change in time of set or reduction of more than 10 percent in mortar strength will be sufficient cause for rejection of the water tested. The water shall contain no detergents which will entrain air in Portland Cement Concrete.

D. TESTS: Methods of tests shall be in accordance with the following:

Quality of Water Setting Time of Concrete Mixtures Mortar Making Properties Air Content of Concrete

AASHTO T 26 ASTM C 403 AASHTO T 71 GDT 26

SECTION SSt-FABRICS
881.01 PLAIN COTTON DUCK: Plain Cotton Duck shall meet the requirements of Federal Specification CCC-C 419 Type III. The Duck shall have a minimum weight of270 g/m2.
881.02 RUBBER IMPREGNATED COTTON DUCK: The preformed Rubber Impregnated Fabric Pads shall be composed of multiple layers of270 g Cotton Duck impregnated and bound with high quality natural rubber, or of equivalent and equally suitable materials compressed into resilient pads of uniform thickness. The number of plies shall be enough to produce the specified thickness after compression and vulcanizing. The finished pad shall withstand compression loads perpendicular to the plane of the laminations of not less than 70 MPa without extrusion or detrimental reduction in thickness.
881.03 BURLAP BAGS: Burlap Bags shall be composed of not less than 95 percent jute and manila fibers. The burlap shall be of 250 to 550 g/m2. Bags shall be of 0.03 to 0.06 m3 capacity.
881.04 COTTON BAGS: Cotton Bags shall be Osnaburg 40 x 26 thread count with a nominal fabric weight of 230 g/m2. The bags shall have 13 mm sewn seams of not less than 1 stitch per 5 mm. The stitching yarn shall be 4 or 5 ply, 12 cotton yarn or equivalent. Seam efficiency shall be not less than 80 percent. Inside measurements tolerance shall be 13 mm.
881.05 PLASTIC FILTER FABRIC:
A. GENERAL: Plastic Filter Fabric shall be a pervious sheet of plastic yarn, of a long-chain synthetic polymer composed of at least 85 percent by weight

1073

881.05

of propylene, ethylene, amide, ester, or vinylidene chloride, and shall contain stabilizers and/or inhibitors added to the base plastic to make the filaments resistant to deterioration due to ultra-violet and/or heat exposure. The fabric should be finished so that the filaments will retain their relative position with respect to each other. The fabric shall be free of defects, rips, holes or flaws. During shipment and storage, fabric shall be wrapped in burlap or similar heavy duty protection from mud, dirt, dust and debris.

B. PHYSICAL PROPERTIES: The fabric shall meet the following requirements:
Note: Values shown are minimums except where a range is shown or otherwise noted.

FOR WOVEN FABRICS

Tensile Stength (any direction) Bursting Strength Elongation before breaking Percent Open Area

890N 3.5MPa 10 - 35% 4.0 - 6.5%

FOR NON-WOVEN FABRICS

Puncture Resistance Grab Tensile Strength Grab Elongation Flow Rate (H from 75 mm to 25 mm)

135N 290N 40% 34 Us/m2 240 Us/m2 (maximum)

C. SEAMS: Fabric may be sewn together with thread of a material having the same chemical requirements as the material forming the fabric or shall be bonded by cementing or by heat. The sheets of fabric shall be sewn together at the point of manufacture or other approved location. Seams must have the approval of the Engineer before use on a project. One seam is allowed in fabrics to be used in edge drain and underdrain applications. Fabrics to be used under rip rap or behind retaining walls are allowed to be bonded or sewn together forming sections not less than 1.8 m wide.

D. ALLOWABLE USE: Woven fabrics are suitable for use beneath rip rap when stone is
dropped from heights not exceeding 1 m. Woven fabrics which meet the flow rate may be used for edge drains.
Non-woven fabrics may be used to line edge drains, underdrains or behind retaining walls where specified. Non-woven fabrics shall not be used for filter beneath rip rap.

E. TESTS: Methods of tests shall be in accordance with the following:

Puncture Resistance Tensile Strength, Elongation, Grab Strength Bursting Strength Percent Open Area Flow Rate

ASTM D 4833 ASTM D 4632 ASTM D 3786 GDT 88 GDT 87

1074

882.01

F. ACCEPTANCE: Woven and non-woven fabrics which meet the requirements of this specification are contained on a Qualified Products List. Fabrics which meet this specification, but fail to perform adequately in actual use will be removed from the Qualified Products List.

881.06 PAVEMENT REINFORCEMENT FABRIC:

A. DESCRIPTION: Pavement reinforcement fabric shall be a non-woven heat resistant material composed of polypropylene or polyester fibers being capable of being saturated with asphalt cement. The fabric must be capable of being placed smooth without wrinkles with mechanical devices. The fabric shall be capable of withstanding the heat of asphaltic concrete mixes during paving operations and shall be capable of withstanding normal field handling and construction operations without damage.

B. PHYSICAL PROPERTIES: The fabric shall meet the following physical requirements, and the bid item or Plans will indicate which type of fabric is required for a Project.

Tensile Strength Elongation at Break Asphalt Retention

TIEEl
400 N minimum 40% minimum, 100% maximum 0.8lJm2 minimum

TYEE II
555 N minimum 40% minimum, 100% maximum 1.3 IJm2 minimum

C. TESTS: Method of tests shall be in accordance with the following:

Tensile Strength Elongation Asphalt Retention

ASTM D 4632 GRAB ASTM D 4632 GRAB GDT 95

D. ACCEPTANCE: The manufacturer shall supply a certification showing the physical properties of the material used and conformance with the Specification will be required under this Section in accordance with SubSection 106.05. In addition, the manufacturers of fabrics meeting the physical properties requirements of this Specification must further show evidence that the fabric has been used successfully in installations with similar environmental and Project conditions.

SECTION 882-LIME
882.01 AGRICULTURAL LIME: Agricultural Lime shall be ground dolomitic limestone having the following properties:

Requirements
Total Carbonates, Min. Elemental Magnesium derived from Magnesium Carbonate, Min. Passing 2.00 mm Sieve Passing 150 pm Sieve

Percent by Weight
85
6
90
25

1075

882.02

882.02 LIME FOR SOIL STABILIZATION: Lime for soil stabilization shall be either a commercial dry hydrated lime
or a commercial granular or pelletized quicklime.

(1) HYDRATED LIME: Hydrated lime shall meet the requirements of ASTM C 977 except that
the lime shall have a minimum of 85 percent by weight passing the 75 ].lm sieve.

(2) QUICK LIME:

Quicklime shall meet the requirements of ASTM C 977 except that it shall contain not less than 94 percent total calcium oxide and magnesium oxide (CaO + MgO), and not less than 90 percent total available calcium oxide (CaO). Quicklime shall meet one of the following gradation requirements (by wt.):

"A" Gradation

"B" Gradation

Passing 9.5 mm Sieve - 100% Passing 6.3 mm Sieve - 0%

Passing 2.00 mm Sieve- 100%

The Contractor shall furnish certified test reports with each shipment oflime attesting that the lime meets the requirements of the Specification. However, the material shall be subject to inspection, test, or rejection by the Engineer at any time.
Lime from more than one source or more than one type may be used on the same project but the different limes shall not be mixed. The lime shall be protected from exposure until used and shall be sufficiently dry to flow freely when handled.

882.03 LIME FOR ASPHALTIC CONCRETE: Lime for asphaltic concrete shall be hydrated lime conforming to the
chemical and physical properties of AASHTO M 303, Type I.

882.04 TEST METHODS: Methods of tests for agricultural lime shall be in accordance with the
"Official Methods of Analysis" of the Association of Official Agricultural Chemists.
Methods of tests for hydrated and quicklime used for soil stabilization shall be in accordance with ASTM C 977.
Methods of tests for chemical analysis of hydrated lime used in asphaltic concrete shall be in accordance with ASTM C 25. Tests for physical properties shall be in accordance with the residue test for hydrated lime in ASTM C 110.

SECTION 883-MINERAL FILLER

883.01 DESCRIPTION: This Specification covers Mineral Filler added as a separate ingredient for use in bituminous paving mixtures. Mineral filler shall consist of finely divided mineral matter such as rock dust, slag dust, hydrated lime, hydraulic cement, fly ash, or other suitable mineral matter. At the time of use it shall be sufficiently dry to flow freely and free from lumps.
A. PROPERTIES: Mineral Filler shall be graded within the following limits:

1076

886.01

SIEVE SIZE

PERCENT PASSING

600 pm 300]lm
75]lm

100 95-100 70-100

The Mineral Filler shall be free from organic impurities and have a plasticity index not greater than 4. Plasticity index limits are not appropriate for hydrated lime and hydraulic cement.

B. METHODS OF TESTS:

Sieve Analysis of Mineral Filler Plasticity Index

GDT22 AASHTOT90

SECTION 884-CHLORIDES
884.01 CALCIUM CHLORIDE: Calcium chloride shall conform to the requirements of AASHTO M 144, Type I or Type II.

SECTION 885-ELASTOMERIC BEARING PADS
885.01 ELASTOMERIC PADS: Elastomeric Bearing Pads shall be of the types, dimensions and shapes specified in the Plans. They shall be designed in accordance with Division I, Section 14 of the AASHTO Standard Specifications for Highway Bridges. The materials, fabrication, and installation of the pads shall be in accordance with Division II, Section 18 of the AASHTO Standard Specifications for Highway Bridges. Unless otherwise specified, the elastomer portion of the elastomeric compound shall be 100% virgin chloroprene (neoprene) meeting the requirements of AASHTO M 251.
Acceptance of Bearing Pads will be based on material certification and inspection of each pad, at the point at which they are received, for compliance to quality of work, type, dimension and shape requirements. With each shipment there shall be furnished a certification from the neoprene manufacturer as to physical properties of the material and compliance with these specifications and a certificate from the pad manufacturer that the lot representing the shipment has been tested in acordance with AASHTO M 251. Test results data shall be included in certificates required under these specifications. The Department reserves the right to sample and test completed pads in accordance with the provisions of Section 106.

SECTION 88G-EPOXY RESIN ADHESIVES
886.01 GENERAL: This Section covers the requirements for all epoxy adhesives utilized in highway construction or maintenance. The types and uses of the epoxy adhesives shall be as shown below:
TYPE I-R: Rapid setting marker adhesive for bonding raised pavement markers to pavement.
TYPE I-S: Standard setting marker adhesive for bonding raised pavement markers to pavements.

1077

886.02
TYPE II: Epoxy adhesive for bonding plastic concrete to hardened concrete. TYPE III: Epoxy adhesive for bonding hardened concrete to hardened concrete, or for bonding miscellaneous materials such as metals. TYPE IV: Epoxy adhesive suitable for use with clean concrete or mortar sand in the preparation of an epoxy mortar. TYPE V: Epoxy adhesive suitable for repairing cracks in concrete by intrusion grouting. TYPE VI: Epoxy adhesive to be used as a complete application or as a component in the application of a skid resistant or protective coating on hardened Portland Cement concrete or asphaltic concrete. TYPE VII: Discontinued TYPE VIII: Epoxy adhesive used for anchors and dowel bar implants. This epoxy adhesive shall either be packaged in a two component cartridge with a mixing nozzle that thoroughly mixes the two components as they are dispensed, (the nozzle shall be a minimum of 200 mm long) or be machine mixed to the proper ratio.
The epoxy adhesive shall be furnished as two separate components. The viscosities of the separate components shall be similar and conducive to easy blending of the epoxy adhesive system. The viscosity of the mixed system shall be compatible with the intended use of the system and subject to the Engineer's approval.
Each container of the separate components of an epoxy adhesive system shall be clearly labeled and the following information shown:
1. Specification number and type
2. Component designation (A or B)
3. Manufacturer's batch number. A batch shall consist of a single charge of all components in a mixing chamber.
4. Expiration date (Shelf life for separate components in original containers)
5. Mixing ratio and directions (By volume or weight as designated by the manufacturer)
6. Potential hazards and precautions shall be displayed in accordance with the Federal Hazardous Products Labeling Act. In addition to the above information requirements, the component designation shall be stenciled on the top of each container.
886.02 PHYSICAL REQUIREMENTS: The mixed epoxy adhesive systems shall meet the applicable requirements as shown in Table No. 1.
886.03 ACCEPTANCE: A particular epoxy adhesive system must conform to the requirements of Sub-Sections 886.01 and 886.02. Qualification, or disqualification, of a system for one of the specified types will not alter the system's qualification, or disqualification for any of the other types. Epoxy adhesive systems which have met all the requirements of Section 886, but fail to perform adequately in actual use, will be rejected.
1078

TABLE NO. I REQUIREMENTS*-MIXED EPOXY ADHESIVE SYSTEMS

PROPERTY

TYPE DESIGNATION

I-R I-S

II

III

IV

V VI VII VIII

l.IlIDl.Il <Il~l.Il<;XP

Pot Life at 25C (minutes)

6-11 8-13 30 10-45 30-60 10-45 30-60

3-10

GDT58

Elongation at 25C (percent)

-

-

-

-

30** -

30**

5% Max.

GDT58

Bond Strength (MPa)

at 1hr. &25 C

oI-'
-.:J CO

at3 hr. &25C at 24 hr. &25 C

1.2 -

-

-

-

-

-

-

1.2 -

-

-

-

-

2.8 2.8 2.8 2.8 1.7 2.8 1.7

-

GDT58

1.7

2.8

Shore DHardness at 25C

75

-

-

-

- Max. - 35-65

SAG TEST

-------

WET BOND TEST (MPa) -

-

2.8 -

-

-

-

-
No Sag
-

ASTM:2240
AASHTO T237
AASHTOT237 Section 31

Shelf Life***

(Months)

6

6

6

24

12

24

6

6

NOTE: *Values are minimums except where a range is shown, or otherwise noted. ** Epoxy adhesive system only. *** For separate components in original containers.
00 00
?o>
CA)

887.01
SECTION 887-BEARING PLATES WITH POLYTETRAFLUOROETHYLENESURFACES
887.01 PTFE BEARING SURFACES: Expansion bearings having sliding surfaces of Polytetrafluoroethylene (PTFE) shall be manufactured to the dimensions and to meet the requirements of the method of fastening to the structure as shown on the plans.
They shall meet the requirements for PTFE Bearing Surfaces as set forth in Division II, Section 27 of the AASHTO Standard Specifications for Highway Bridges. PTFE resin shall be virgin material (not reprocessed) meeting the requirements of ASTM D 1457.
The contractor shall furnish certified Test Reports, Materials Certificates and a Certificate of Compliance with this specification.
Packaging shall ensure that each completed bearing will be protected from damage during shipment and storage. Each bearing shall have its components clearly identified, be securely fastened for shipment and marked as to location in each structure in the project in conformity with the plans.
The Department reserves the right to sample and test completed bearings or components in accordance with the provisions of Section 106.
SECTION 88B-WATERPROOFING MEMBRANE MATERIAL
888.01 WATERPROOFING MEMBRANE MATERIAL FOR BRIDGE DECKS: This Section covers materials to serve as a waterproof barrier between the concrete bridge deck and the overlay of asphaltic concrete. The membrane system shall meet the requirements specified herein.
Primer shall be a water resistant adhesive supplied by the manufacturer of the membrane or other approved equal compatible with the membrane.
Mastic shall be an approved sealant compatible with the membrane and primer.
A. TEST REQUIREMENTS: The membrane system shall meet the following requirements when tested in accordance. with GDT 69, METHOD OF TESTS FOR WATERPROOFING MEMBRANE FOR CONCRETE BRIDGE DECKS:
1. BOND: The membrane system shall not show any absence of bond, curled edges, bubbles, or pinholes.
2. WATER PERMEABILITY: Permeability measured indirectly in terms of ohms per square meter shall be greater than 5.4 megohms/m2 .
3. HEAT RESISTANCE: The membrane system shall be able to withstand a temperature of 150C, and retain an electrical resistance greater than 5.4 megohms/m2.
4. RESISTANCE TO AGGREGATE PENETRATION: The membrane system shall retain an electrical resistance greater than 5.4 megohms/m2 after granite chip creep damage test for twenty hours at 60C.
1080

888.02

5. RESISTANCE TO FREEZING AND THAWING CYCLES: After 10 cycles of freezing and thawing, the membrane must have tensile strength equal to similar samples of the same membrane that have not been frozen.
6. CHEMICAL RESISTANCE: The membrane shall remain intact and in good condition when immersed for thirty days in each of the following inorganic acids, alkalies, and salts: 5% sulfuric acid, 5% hydrochloric acid, 5% sodium hydroxide, 25% sodium chloride, and 25% calcium chloride.
7. RESISTANCE TO SHEAR: The membrane-pavement test sample must have a shear resistance of 45 kg or must satisfactorily pass an evaluation of where and how the shear failure took place.
8. WATERPROOFING EFFECTIVENSSS: The membrane-pavement test sample shall show no displacement of the membrane system and shall retain an electrical resistance greater than 5.4 megohmslm2.
B. CERTIFICATION REQUIREMENTS: The manufacturer of the membrane system shall provide certified results of tests that are required for the laboratory evaluation as defined herein. Certified test results shall be re-submitted each time the product's formulation is changed.
888.02 WATERPROOFING MEMBRANE FOR PAVEMENT JOINTS AND CRACKS:

A. GENERAL: The waterproofing membrane shall incorporate a high strength heat resistant mesh embedded in a layer of self adhesive rubberized asphalt. The membrane shall contain a minimum of 14 percent synthetic rubber by weight of the membrane. The combined amount of asphalt and plasticizer oils must be a minimum of 60 percent of the total weight of the membrane. The total weight of the membrane for this purpose shall not include the weight of any reinforcement or fabric. Primer shall be supplied by the manufacturer of the membrane or other approved equal which is compatible with the membrane.

B. PHYSICAL PROPERTIES: The membrane shall meet the following physical properties:

Thickness of rubber-asphalt membrane Water Permeability Breaking Factor Heat Resistance
Puncture Resistance (Mesh) Elongation of mesh Pliability 6 mm Mandrel
180 bend at -26C 1C

1.65 mm 5.4 megohms/m2 8.75 kN/m minimum 150C minimum without
membrane damage and retain minimum resistivity 900 N minimum 15% minimum
No cracks in mesh or rubberized asphalt

1081

888.03

Adhesion

No adhesion failure of

membrane at 450 N

minimum

C. TESTS: Method of tests shall be in accordance with the following:

Water Permeability Breaking Factor Heat Resistance Puncture Resistance Elongation of Mesh Pliability 6 mm Mandrel
180 bend at -26C 1C Adhesion

GDT 69 ASTM D 882 (Method A) GDT 69 ASTM E 154 ASTM D 882
ASTM D 146 GDT 69

D. ACCEPTANCE: Membranes which meet the requirements of this specification are contained on a qualified products list. Membranes which meet this specification, but fail to perform adequately in actual use will be removed from the qualified products list.

888.03 WATERPROOFING MEMBRANE FOR RETAINING WALL JOINTS:

A. GENERAL: This section covers materials to serve as a waterproofing barrier for concrete and other types of masonry surfaces at locations shown on the Plans. The waterproofing membrane shall incorporate a cross laminated high density polyethylene film adhered to a flexible self-adhesive rubberized asphalt. The primer shall be supplied by the manufacturer of the membrane or be an approved equal which is compatible with the membrane.
B. PHYSICAL PROPERTIES AND TEST METHODS: Waterproofing membranes shall conform to the following requirements when tested in accordance with the required test method.
1. PHYSICAL PROPERTIES:

Thickness Thickness of Polyethylene Film Tensile Strength Ultimate Elongation Permeance-Perms
(n~s .m2 . Pa) Cycling over crack at -26C Puncture Resistance Pliability (180 bend over
25 mm mandrel at -32C)

1.5 mm minimum 100 J.lm minimum 1.7 MPa minimum 200% minimum
5.7 maximum no effect 100 cycles 180 N minimum
no cracks

2. TEST METHODS:

Tensile Strength Ultimate Elongation Permeance Puncture Resistance

ASTM D 412 (Die C) ASTM D 412 (Die C) ASTM E 96 Procedure B ASTME 154

1082

890.01

Pliability Cycling over crack

ASTMD 146 Membrane is applied and
rolled across two primed concrete blocks with no separation between the blocks. Crack is then opened and closed from Ot06 mm.

C. ACCEPTANCE: A certification from the manufacturer showing the physical properties of the membrane and conformance with the Specification will be required in accordance with Sub-Section 106.05.

SECTION 89O-SEED AND SOD

890.01 SEED: Seed shall meet the requirements of the Georgia Seed Laws and Rules and Regulations.

A. QUALITY: The germination, purity and maximum weeds specified in the Georgia Seed Laws for all seeds used by DOT are: Germination and hard seed minimum-70%, purity minimum-90%, weed seeds maximum-2% and noxious seeds maximum-660 seeds per kg subject to the limitations in Table 890.0l.

TABLE 890.01-NOXIOUS WEED LIST

Name

Limitations

1. Field Bindweed (Convolvulus arvensis) 2. Cocklebur 3. Hedge Bindweed (Convolvulus sepium) 4. Nutgrass (Cyperus Rotundus) 5. Blessed Thistle (Cnicus benedictus) 6. Wild Onion and/or Wild Garlic (Allium sppJ 7. Sandbur (Cenchrus pauciflorus) 8. Johnson Grass (Sorghum halepense) 9. Wild Mustard and Turnips (Brassica spp.) 10. Blue Weed (helianthus ciliaris) 11. Wild Radish (Raphanus raphanistrum) 12. Dodders (Cuscuta spp.) 13. Canada Thistle (Cirsium arvense) 14. Quack Grass (Agropyron repens) 15. Russian Knapweed (Centaurea Picris) 16. Bermuda Grass (Cynodon dactylon) 17. Cheat or Chess (Bromus secalinus
and/or Bromus Commutatus) 18. Darnel (Lolium temulentum) 19. Corncockle (Agrostemma githago) 20. Horsenettle (Solanum carolinense) 21. Purple Nightshade (Solanum elaeagnifolium)

Prohibited Prohibited Prohibited Prohibited 20 per kg 60 per kg
60 per kg 220 per kg
60 per kg 440 per kg
60 per kg 220 per kg 220 per kg 220 per kg 220 per kg 660 per kg 660 per kg
440 per kg 220 per kg 440 per kg 440 per kg

1083

890.02

20. Horsenettle (Solanum carolinense) 21. Purple Nightshade (Solanum elaeagnifolium) 22. Buckhorn Plantain (Plantago Ianceolata) 23. Docks (Rumex spp.) 24. Giant Foxtail 25. Sheep sorrel (Rumex acetosella) 26. Red Rice (oryza sativa variety) 27. Sorghum almum

440 per kg 440 per kg 440 per kg 220 per kg 220 per kg 440 per kg 660 per kg 220 per kg

Sum total Noxious Weeds

660 per kg

B. TESTING AND APPROVAL: Seed shall be approved by the Engineer
before being sown. Each bag of seed shall have an analysis tag showing the results of a test made within 9 months of planting. The tags shall be collected and checked to ensure that a lot number is shown, the test date is within 9 months and the seed quality meets the requirements shown in Sub-Section 890.01.A Seed will also be randomly sampled by the Georgia Department ofAgriculture and the Laboratory.
Approval by the Engineer will not relieve the Contractor from responsibility for furnishing and sowing Seed that meets these Specifications at the time of sowing, and when required by the Engineer, samples of Seed shall be furnished by the Contractor early enough before seeding to permit further testing before the Seed are used. When a low percentage of germination causes the quality of the Seed to fall below the minimum pure live Seed specified, the Contractor may choose to increase the rate of seeding to obtain the minimum pure live Seed content specified, provided that such an increase in seeding rates does not cause the quantity of noxious weed seed per square meter to exceed the quantity that would be allowable at the regular rate of seeding.

C. ACCEPTANCE: Seed which have become wet, moldy or otherwise damaged will not be acceptable.

D. SEED MIXTURE: When Seed Mixtures are specified, each variety of Seed shall be furnished separately and mixed after approval by the Engineer.

890.02 LOOSE SOD: Loose Sod shall be thoroughly moist, natural friable loam, heavily matted with the designated species. The Loose Sod shall be reasonably free from subsoil, clay lumps, stones, stumps, roots, brush, weeds and other litter, and all other foreign material or substance which may be harmful to plant growth or a hinderance to grading or maintenance.

A INSPECTION: The Engineer shall be notified of sources of Sod for inspection before it is harvested. Approval of such sources shall not be construed as an acceptance of the material. The sod will be subject to inspection while it is being planted and any material which has been permitted to dry out excessively or exposed to heat, or which is not viable, will be rejected.

B. SOURCES AND HARVESTING: The areas from which Loose Sod is to be obtained shall be mowed and raked to remove the weeds and long standing

1084

893.01
stems and shall be areas where the soil is fertile and contains a high percentage of plant topsoil. Unless the area is already thoroughly moist, it shall be thoroughly wetted before mixing. After the soil moisture content has been adjusted, the Loose Sod shall be prepared by thoroughly discing the grass until the Sod is well mixed into the topsoil to a depth of from 75 to 125 mm. The Loose Sod shall then be immediately transported and planted.
890.03 BLOCK SOD: Block Sod shall be living, growing Sod of the designated species. This shall be interpreted to include Sod that is dormant during the cold or dry season and capable of renewing growth after the dormant period. All Sod shall be obtained from approved sources. The presence of weeds or other growth, or any other foreign material, which may be detrimental to the proposed planting will be cause for rejection. At least 75 percent of the plants in the Sod shall be composed of the designated variety of grass.
A. INSPECTION: Shall be in accordance with Sub-Section 890.02.A.
B. SOURCES OF HARVESTING: Grass and weeds more than 75 mm tall shall be mowed to a height of 75 mm, raked and removed before Sod cutting begins. The Sod shall be cut into square or rectangular sections which may vary in length but shall be of uniform width and thickness, and shall have at least 15 mm of soil adhering firmly to the roots. Care shall be exercised at all times to retain the soil on the roots of the Sod during the process of cutting, transporting and planting. Dumping from vehicles will not be permitted. The Sod shall be transplanted within 24 hours from the time it is harvested, unless it is stored roots-to-roots and grass~to-grass at its destination in a satisfactory manner. All Sod stored shall be kept moist, shall be protected from exposure to the air and sun and from freezing, and shall not be stored for more than 10 days. Sod shall be cut and moved only when the soil moisture conditions are such that favorable results can be expected.
. SECTION 891-FERTILIZERS
891.01 FERTILIZER: All Fertilizer shall be of the grades specified and shall meet the requirements of the Georgia Plant Food Act in effect at the date of Invitation For Bids. Any Fertilizer which becomes caked or otherwise damaged, making it unsuitable for use, shall be replaced at the Contractor's expense.
SECTION 893-MISCELLANEOUS PLANTING MATERIALS
893.01 PLANT TOPSOIL: Plant Topsoil shall be obtained from well-drained arable land and shall
consist offriable soil ofloamy character containing not less than 2.0% nor more than 30 percent organic matter as determined by loss on ignition of oven dried samples ignited at 650C. It shall be reasonably free from subsoil, heavy or
1085

893.02
stiff clay, coarse sand, and other deleterious substances. Before delivery to the job site, it shall be cleaned of all stones larger than 50 mm in size, all roots, sticks, brush, coarse litter, and any other substances that would interfere with mixing, planting and maintenance.
Plant topsoil shall be free from toxic amounts of either acid or alkaline elements and shall be capable of sustaining healthy plant life.
Plant topsoil shall meet the gradation requirements of Sub-Section 814.01.A., Class B.
All plant topsoil will be subject to inspection during the planting period and any material which does not meet the Specifications will be rejected.
Plant topsoil shall not be taken from fields where tobacco has been grown within three years, or where johnson grass or kudzu is present. Topsoil shall not be used when it is frozen or in a muddy, nonfriable condition.
893.02 MULCH: Mulch materials are divided into two groups, (1) mulch for grassing and erosion control; and (2) mulch for vine, shrub, tree, and miscellaneous plant plantings. In each instance the mulch materials shall conform to the following:
1. Be satisfactory to the Engineer.
2. Be of such consistency that, when properly loosened, it can be distributed in a uniform application.
3. Be capable of producing the desired results.
4. Meet the moisture requirements specified below.
5. Contain no excessive amounts of noxious weed seeds.
A. MULCH, FOR GRASSING AND EROSION CONTROL: Mulch for these items shall be either threshed rye, oat or wheat straw; or Bermuda grass hay.
B. MULCH FOR VINE, SHRUB, TREE, AND MISCELLANEOUS PLANT PLANTINGS: Mulch for these items shall be either pine straw or pine bark. See Sub-Section 893.09 for pine bark Specification.
C. NOXIOUS WEED SEEDS: Hay or straw mulch material which contains an excessive quantity of matured seeds of noxious weeds or other species which would constitute a menace to surrounding farm land will not be acceptable.
D. MOISTURE CONTENT: All mulch material shall be reasonably dry. This feature is especially important with bituminous treated mulches where the material must retain an application of bituminous material. Whenever the mulch material feels damp it shall be checked for moisture content by using GDT 41. Satisfactory material shall have a moisture content of 12 percent or less.
893.03 VINES, SHRUBS, TREES, AND MISCELLANEOUS PLANTS: All stock shall meet the requirements of all State and Federal laws with respect to inspection for plant diseases and infestation, and the Contractor shall furnish the Engineer all certificates of such inspection and a list of plant
1086

893.04
materials received from each source. Both nursery grown and collected plant materials are subject to all regulations of the States of their origin and destination, and with Federal regulations governing interstate movement of nursery stock.
All stock shall be true to name and variety and of first class quality with well developed tops and vigorous, healthy root systems. Plant names shall be in accordance with "Standardized Plant Names," edition in effect at the time of Invitation For Bids.
Unless otherwise specified, trees will be nursery grown stock which have been subjected to root pruning during their development. Plants and/or trees that have been severely cut back or pruned to conform to contract size requirements, will not be accepted.
A. INSPECTION: Plants will be inspected at the nursery whenever such examination is deemed desirable. The inspection and grading of living plants for type, size and quality shall be in accordance with the requirements and recommendations of "USA Standard for Nursery Stock" of the American Association of Nurserymen, Inc. Approval of materials on such inspection shall not be construed as an acceptance of them, but the stock will be subject to inspection during the planting period and any that does not meet these specifications will be rejected.
B. HANDLING AND STORAGE: The Contractor shall give the Engineer at least 24 hours notice before delivering any stock to the job site and each shipment shall be accompanied by an invoice showing sizes and varieties of material included. All stock shall be packed for shipment in such a manner as to assure proper protection against drying, freezing, breaking or other injury. Each variety shall be packed in separate bundles, clearly labeled. All bare-root plants shall be puddled immediately after they are dug, and when they are received at the Project. Any stock damaged during the digging, loading, transporting, planting, and transplanting will be rejected and shall be replaced at the Contractor's own expense. Plants that are to be balled and burlapped are designated "B & B." Plants not designated thus are dug barerooted and puddled according to the standard practices ofthe nursery trade. "B & B" plants shall contain in the ball as many fibrous roots as possible. They shall be securely and tightly wrapped with burlap and the burlap shall be held in place by tying with cord or wire or by pinning with nails. Broken or loose balls or balls of less diameter than that specified will be rejected and shall be replaced at the Contractor's expense.
C. DEFECTIVE PLANTS: Trees and shrubs that are undersize, or have poorly developed tops or root systems or are infected with disease or infested with insects will be rejected. Stock rejected for any cause whatsoever shall be disposed of to the satisfaction ofthe Engineer.
893.04 INOCULANTS: The Inoculant for treating seeds shall be a pure culture of nitrogen-fixing bacteria selected for maximum vitality and ability to transform nitrogen from the air into soluble nitrates and deposit them into the
1087

893.05
than one-year-old. All cultures shall be subject to the approval ofthe Engineer.
893.05 POROUS MATERIAL: Porous Material for root protection shall consist of gravel, broken stone, slag, broken concrete, brick bats or other acceptable coarse aggregate ranging in size from 38 mm to 100 mm. Excessive amounts of lime in the form of brick mortar shall be grounds for rejection.
893.06 TREE PAINT: Tree paint shall conform to the requirements of SubSection 822.01, or any commercial tree paint having antiseptic qualities.
893.07 PREPARED PLANT TOPSOIL: Prepared Plant Topsoil shall be composed of 4 parts plant topsoil, Sub-Section 893.01; a minimum of one part organic soil additive by volume, Sub-Section 893.09, commercial fertilizer, grade 6-12-12, at the rate of 1.8 kg/m3, and lime at the rate of 3 kg/m3. The above volumes shall be based on naturally compacted undisturbed topsoil. Where Peat Moss is used as an organic soil additive, the volume shall be based on the compressed bale, and for loose peat, the volume shall be doubled.
893.08 STAKES:
A. GENERAL: This Specification covers wood stakes used for vine, shrub, tree, and miscellaneous plant plantings. Dimensions and shapes shall be as indicated in the Specifications or shown on the Plans.
B. WOOD: Stakes shall be sawed from either oak or gum. They shall be cut from sound, solid, undecayed wood, and contain no unsound knots. Sawed stakes shall be number two common or better, and may be either rough or dressed. Tolerances for stakes shall be 5 mm for all dimensions. All stakes shall be tapered at one end. A line drawn from the center of the top to the center of the butt shall not fall outside the body of the stake, nor at any point be more than 25 mm from the geometric center of the stakes.
893.09 ORGANIC SOIL ADDITIVES:
A. PEAT MOSS: Peat Moss shall be a granulated sphagnum peat moss virtually free from woody substances, consisting of at least 75 percent partially decomposed stems and leaves of sphagnum and essentially brown in color. Peat Moss shall be free of sticks, stones and mineral matter. Peat Moss shall be in an air-dry condition, shall show an acid reaction of 3.5 pH to 5.5 pH, and shall otherwise conform to State and Federal regulations.
B. PINE BARK: Pine Bark shall be obtained from disease-free wood, 100 percent of which is 58 cm2 or less in area and 50 percent is not less than 6.5 cm2 in area. Pine Bark shall contain no noxious weed seeds, soil, sawdust or any substance toxic to plant growth, and shall be at least twoyears-old.
C. COMPOST: Compost shall be organic materials which have undergone biological decomposition, and have been disinfected using composting or similar technologies, and have been stabilized to a degree which is beneficial to plant growth. Compost shall be mature, dark brown or black in color and have minimal odors. Compost shall contain no human pathogens. Compost shall fall within a pH range of 5 to 8.
1088

894.01
soil. Inoculants shall consist of purebred cultures and shall not be more Suppliers shall provide a list of all the ingredients in the original compost mix in the order oftheir relative proportions on a weight basis.
In addition, suppliers of these materials shall provide test results stating that they conform to federal, state and local requirements for priority pollutant limits and do not contain levels of any chemicals that are harmful to plants or humans.
SECTION 894-FENCING
894.01 CHAIN LINK FENCE: Zinc or aluminum coated steel fabric, fittings, and accessories, and posts for chain link fence, shall conform to the following requirements.
A. FENCE FABRIC: All chain link fence shall consist of woven wire in the form of reasonably uniform 50 mm square mesh, having parallel sides and horizontal and vertical diagonals of approximately uniform dimensions. The wire size shall be as specified on the Plans or in the Project Proposal.
FABRIC TYPES
1. ZINC COATED STEEL FABRIC: Zinc coated steel fabric shall conform to the requirements of ASTM A 392. The wire and coating shall conform to the requirements ofASTM A 817 Type II, Class 1by the hot-dip process.
2. ALUMINUM COATED STEEL FABRIC: Aluminum coated steel fabric shall conform to the requirements of ASTM A 491. The wire and coating shall conform to the requirements ofASTM A 817, Type I.
B. FITTINGS AND ACCESSORIES:
1. TENSION WIRE: Tension wire shall conform to the requirements of ASTM A 824 Type I for aluminum coated fabric or Type II (by the hotdip process) Class 2 for zinc coated fabric.
2. FITTINGS: Fittings shall conform to the requirements of ASTM F 626. Fittings or accessories not included in ASTM F 626 shall meet industry standards for heavy industrial te fences and shall be hot-dip zinc coated with not less than 365 g/m of surface area or if applicable may be made from aluminum alloy 360 die cast or sand alloy 356, ZG61A or Tenzalloy.
3. BOLTS AND NUTS: Bolts and nuts shall meet industry standards and shall be hot-dip zinc coated in accordance with ASTM A 153.
C. POSTS, RAILS, AND BRACES: Posts, Rails, and Braces shall conform to the requirements of ASTM F 669, Table 2, Group lA, IC, II, or III. Other posts for special applications may be specified on the Plans. These special posts shall conform to the requirements of ASTM F 1083 or as approved by the Office of Materials and Research.
1. Group IA, II, and III posts to be used with zinc coated or aluminum coated
1089

894.02
chain link fence shall meet the coating requirements ofASTM F 1083.
2. Group IC posts to be used with zinc coated or aluminum coated chain link fence shall be coated in accordance with AASHTO M 181 Section 32.3.
D. GATES: Gates support posts and gate frames shall be the size designated on the Construction Detail or Project Plans and shall conform to the requirements of Sub-Section 894.01.C. Coating requirements shall be the same as for the fence posts. Gate frames shall be coated after all welding is completed. Fittings and hinges shall meet the requirements of Sub-Section 894.01.B.2.
E. QUALITY OF WORK: Chain link fence fabric shall be produced by methods recognized as good commercial practices. The zinc or aluminum coating shall be applied to the fabric in a continuous process and shall not be applied to the fabric in roll form. Both coated before weaving and coated after weaving fabric shall be given careful visual inspection to determine the quality of the coating. Excessive roughness, blisters, sal ammoniac spots, bruises, flaking, bare spots, or other obvious defects to any considerable extent shall be cause for rejection.
894.02 WOVEN WIRE FENCE: Fabric shall conform to the requirements of ASTM A 116 Design Number 1047-6-11 with Class 3 coating. The galvanizing shall be uniform and shall have no more than 5 percent of the joints deficient in zinc coating as determined by ASTM A 239.
As an acceptable alternate, woven wire fence fabric may be aluminum coated steel conforming to the requirements of ASTM A 584 Design Number 1047-6-11.
A. POSTS: Posts for use with woven wire fence shall be steel or wood of the dimensions and shapes shown on the plans.
1. Wood posts shall conform to the requirements of Sub-Section 862.01.
2. Steel posts and bracing shall conform to the requirements of ASTM A 702. Posts and braces shall be hot-dip galvanized in accordance with ASTMA 123. CERTIFICATION: The manufacturer shall furnish the Engineer a certification showing the physical properties of the materials.
B. ACCESSORIES: Accessories including but not limited to the following shall be galvanized in accordance with ASTM 153 except the minimum galvanizing shall be 245 g/m2
1. WIRE FASTENERS-Wire fasteners shall conform to the requirements ofASTM A 702.
2. TENSION WIRE-Tension wire shall be #11 gauge.
3. STAPLES-Staples shall be 38 mm inches long and shall be #9 gauge.
4. NAILS-Nails for fastening metal cap to wooden posts shall be 25 mm roofing nails.
C. QUALITY OF WORK: Woven wire fence fabric shall be produced by methods recognized as good commercial practices. The galvanized fabric shall be given careful visual inspection to determine the quality of the zinc
1090

894.05
coating. Excessive roughness, blisters, sal ammoniac spots, bruises, and flaking shall be noted. These and other obvious defects, if present to any considerable extent, will provide a basis for rejection.
D. GATES: Gate support posts and gate frames shall be the size designated on the Construction Detail or Project Plans. The frame shall be an all welded unit and shall be galvanized after welding with 610 g/m2 of spelter coating. Hinges, latches, and other accessories shall be of good commercial quality and shall be coated in accordance with Sub-Section 894.02.B.
894.03 BARBED WIRE:
A. GALVANIZED STEEL BARBED WIRE: Galvanized steel barbed wire shall conform to the requirements of ASTM A 121 and shall have a Class 3 zinc coating.
B. ALUMINUM COATED STEEL BARBED WIRE: Aluminum coated steel barbed wire shall conform to the requirements of ASTM A 585.
C. POSTS: Post for barbed wire fence shall be as specified in Sub-Section 894.02.A. for woven wire fence.
894.04 GROUND RODS: Ground Rods shall be 16 mm in diameter but no less than 14 mm and shall be 2.4 m in length unless otherwise shown on the Plans. Ground Rods shall be galvanized steel. Galvanizing shall have a minimum coating of 610 g/m2 in accordance with the requirements ofASTM A 153.
894.05 FIELD FENCING (WOVEN WIRE AND BARBED WIRE): The term Field Fencing is used to designate replacement fencing outside the right of way or temporary fencing inside the right of way provided the materials are not reused for permanent fencing inside the right of way.
A. FENCE FABRIC: Unless otherwise designated woven wire fabric for Field Fencing shall meet the requirements of ASTM A 116 Design No. 939-6-121/2and shall have a Class I coating.
B. BARBED WIRE: Barbed wire for Field Fencing shall meet the requirements ofASTM A 121 and shall have a Class I coating. The number of barbed wire strands shall be the same as the existing or replaced fence or as specified in the Plans.
C. POSTS: Posts shall be either galvanized or painted steel, or treated timber of the dimensions, shapes and spacing shown on the Construction Detail or Plans.
D. GATES: Gate posts, frame material, hinges, and fittings shall be of acceptable commercial quality and approved by the Engineer.
E. SPECIAL DESIGNS: Field Fence special design shall be according to Special Plan Details and/or Special Provisions.
F. ACCEPTANCE: All materials shall be of an acceptable commercial quality as approved by the Engineer and shall be equivalent in quality to the fence being replaced or the existing fence as applicable. Materials do not have to be examined by the Laboratory, unless requested by the Engineer or required by the Plans.
1091

910.01

SECTION 91O-SIGN FABRICATION

910.01 DESCRIPTION: This Specification covers the fabrication and application of message on sign blanks, laminated panels and extruded panels. The dimensions, colors and reflectorizing shall be as specified in the Plans, Proposal and Manual on Uniform Traffic Control Devices.

910.02 MATERIALS: The materials requirements are as listed below.

Posts for Groundmounted Signs Aluminum Sign Blanks Extruded Aluminum Sign Panels
Reflective Sheeting
Silk Screen Lettering Paint Mast Arm Assemblies Demountable Characters with Type III Reflective Sheeting Direct Applied Non-Reflective Characters

911 912.01 912.02 913.01 914.01 915 917.01 917.02

910.03 HANDLING SIGN BLANKS AND PANELS: The clean metal blanks and panel prior to the application of paint, sheeting or porcelain shall only be handled by a mechanical device or with clean cotton gloves. After the final metal treatment, the blanks and panels shall be protected at all times from contact or exposure to greases, oils, dusts or other contaminants.

910.04 PAINTED SIGNS: The paint used to fabricate these signs shall conform to the requirements herein and shall be of the type specified. Sign blanks or panels on which reflective sheeting is to be applied shall not be painted.
PAINTING SIGNS: The sign blanks or panels shall be coated on one face and the edges with one coat of primer and allowed to dry thoroughly. Mter the primer has dried sufficiently, a coat of enamel of the color specified shall be applied to the primed face and edges. The dry film thickness shall be 60 ].lm within a tolerance of plus or minus 10 ].lm. Coating thickness shall be determined by a suitable thickness gauge having an accuracy of 3 ].lm.
The paint may be applied by either spray or roller methods. The finished paint surface shall be smooth, uniform and exhibit neat quality of work. The paint shall not run, curdle or separate after application.

910.05 REFLECTIVE SHEETING SIGNS: The reflective sheeting shall be applied to the face of the sign blank or panel either by an approved vacuum applicator using a combination of vacuum and heat or by an approved roller process using heat when necessary. The sheeting, type and level of reflectivity as specified, shall be applied to the sign according to the sheeting manufacturer's recommendations.
Any splices of the sheeting on a sign shall be according to the sheeting manufacturer's recommendations.
After the sheeting has been applied in accordance with the above and after aging for 48 hours, the adhesion shall produce a durable bond equal to or greater than the strength of the reflective sheeting and shall be strong enough to resist stripping from the blank when tested with a stiff putty knife. No air pockets or bubbles shall exist between the sheeting and the sign blank.

1092

911.01
910.06 MESSAGE: The size, style and spacing of the letters, numerals, symbols, and borders used to convey the message shall be in accordance with the details shown in the Manual on Uniform Traffic Control Devices and on the Plans. The legends and borders shall have one coat of silk screen paint conforming to Sub-Section 914.01. Legends and borders shall be applied by the silk screen process, reverse screening, or by direct application of nonreflective durable glossy plastic film meeting the requirements of Sub-Section 917.03, and airdried or oven-baked at such a temperature that will not affect the sign. Demountable legends and borders may be used where approved. All demountable legends Getters, numerals, symbols, and borders) shall be attached to the sign face by pull-through rivets recommended by the manufacturer.
910.07 WORKMANSHIP: The finished signs shall be clear cut, the lines of all letters and details true, regular and free from all waviness, unevenness, furry edges, or lines and shall be free from all scaling, cracking, pitting, blistering, dents or blemishes or any kind.
910.08 PATENTS: The Contractor shall assume all liability arising from the use ofpatented materials, in accordance with Sub-Section 107.03 Patented Devices.
910.09 BASIS OF ACCEPTANCE: Acceptance of finished signs will be based on quality of workmanship and accuracy of dimensions and message. All materials used in the fabrication of the finished signs shall have been approved in accordance with these Specifications.

SECTION 911-SIGN POSTS

911.01 GALVANIZED STEEL SIGN POSTS (DRIVE TYPE): Drive Type
Steel Posts shall be flanged "u' channel or square tubular sections with cross-
sectional dimensions and weights as shown below:

A MATERIALS REQUIREMENTS: U-channel posts shall be made of rerolled rail steel or new billet steel and shall conform to the mechanical requirements of ASTM A 499, Grade 60, and the chemical requirements of ASTM A 1 for rails having nominal weights of 45 kg/m or greater. Square tubular posts shall conform to the requirements of ASTM A 570M, Grade 55, ASTM A 715, Grade 60 or ASTM A 653M, Grade 33.

B. GALVANIZING: All U-channel posts shall be coated in accordance with ASTM A 123 after the holes are punched or drilled. Square tubular posts shall be coated in accordance with AASHTO M 181, Section 32 or ASTM A 653M, Z 275.

C. Dimensions, Weights, and Tolerances for U-channel posts shall be as follows unless otherwise indicated on the Plans:

OVER-ALL

TP 1

TP 2

TP 3 TP 4 TOLERANCE

1. FLANGE WIDTH a. Rib Back b. Flat Back

50 nun 60 nun

80 nun 80 nun

90 nun 95 nun 90 nun 95 nun

4 nun 4 nun

2. DEPTH OF "U" a. Rib Back b. Flat Back

20 nun 20 nun

40 nun 40 nun

50 nun 50 nun 45 nun 45 nun

4 nun 4 nun

1093

911.01

3. WEIGHTILINEAR METER (Before DrillinglPunching Holes, and Galvanizing)

a. Rib Back

1.7 kg

3 kg

4.5 kg 6 kg

5%

b. Flat Back

1.7 kg

3 kg

4.5 kg 6 kg

5%

4. Bolt holes may be punched or drilled and shall be 10 mm in diameter and spaced 25 mm center to center (1 mm) beginning 25 mm from the top and extending the full length of the post for Types II, III, and IV and extending a minimum of 450 mm for Type 1. Field punched holes will not be permitted.
5. Length of post shall be as specified on the Plans. 6. Post Assemblies within a sign structure must be from the same
manufacturer.
D. Dimensions, Weights and Tolerances for square posts shall be as follows unless otherwise shown on the Plans:

~

TE...6.

1. SIZE, mm (Outside)

25.4

44.5

2. WALL THIC:KNlSS, mm 1.7

2.1

3. WEIGHT (kg/m)

1.2

2.7

* (Before DrillinglPunching Holes, and Galvanizing)

IE.1
50.8 2.1 3.1

T.li
63.4 2.7 5.1

TOLERANCE
0.3 0.2 5%

4. Bolt holes may be punched or drilled and shall be 11 mm in diameter ( 0.5 mm) and spaced 25 mm center to center ( 1 mm) beginning 25 mm from the top and extending the full length of the post on all four sides for Types 6, 7 and 8 and extending a minimum of 450 mm on all four sides for Type 5. Field punched holes will not be permitted.
5. Length of post shall be as specified on the Plans.
6. Post Assemblies within a sign structure must be from the same manufacturer.
E. PERFORMANCE CRITERIA: Each sign support matrix shall have FHWA approval and shall be evaluated in accordance with the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaries, and Traffic Signals, current edition.

F. BOLTS, NUTS, AND WASHERS: The bolts shall be 8 mm diameter with hexagonal heads, and of sufficient length to extend at least 6 mm beyond the nut when installed. Nuts shall be hex nuts of the self-locking plastic insert type. The thread fit for the bolts shall be ANSI B 1.13M, Class 6H and the thread fit for the nuts shall be ANSI B 1.13M, Class 6G. Aluminum washers shall be 10 mm 1.D. by 19 mm O.D. by 2.3 mm thick. Galvanized steel and stainless steel washers shall be standard size meeting the size requirements of ANSI B 18.22.1. Washers are to be placed between head of bolt and sign face. Bolts, nuts, washers and spacers may be aluminum, stainless steel or galvanized steel. Galvanized steel bolts and nuts shall conform to ASTM A
307, galvanized in accordance with ASTM A 153. Aluminum shall conform to ASTM B 211M, Alloy 2024-T4 for bolts, Alloy 2017-T4 for nuts, and ASTM B 209M, Alloy 2024-T4 for washer&. Stainless Steel shall conform to ASTM A 193M, Type B8.

1094

911.04
G. FABRICATION: The posts shall be rolled or formed sections of the dimensions specified. All sharp corners shall be rounded and rough or burred parts shall be smoothly dressed.
1. HOLES: Holes may be punched or drilled as specified in Sub-Section
911.01.CA.
911.02 GALVANIZED STEEL STRUCTURAL SHAPE POSTS: All galvanized steel shapes for sign posts shall conform to the shape and dimensions shown on the Plans. The steel shall conform to ASTM A 709M Gr. 250.
A. GALVANIZING: All shapes shall be galvanized in accordance with ASTM A 123. A single hole in each structural shape will be permitted for handling during galvanizing.
B. CERTIFICATION: Certification will be required in accordance with the provisions of Sub-Section 106.05.
911.03 ALUMINUM STRUCTURAL SHAPE POSTS: All aluminum shapes for sign posts shall conform to the shape and dimensions shown on the Plans. The aluminum shall conform to ASTM B 308M, Alloy 6061-T6.
CERTIFICATION: Certification will be required in accordance with the provisions of Sub-Section 106.05.
911.04 DELINEATOR POSTS: Delineator Posts shall be one of the types detailed on the Plans, and as specified below. All delineators which are to be mounted on galvanized or aluminum posts shall be fastened with commercial aluminum lock bolts. Delineators to be mounted on wood posts shall be fastened with galvanized wood screws.
A. GALVANIZED STEEL POSTS: These posts shall conform to Sub-Section 911.01.C.
B. ALUMINUM FLANGE TYPE POSTS: Aluminum for delineator posts shall conform to ASTM B 221M, Alloy 6063-T6.
1. DIMENSIONS: The post section shall be in the form of a flanged "U" with dimensions as shown on the Plans. The bottom of the post shall be pointed.
2. HOLES: Holes may be punched or drilled as specified in Sub-Section
911.01.CA.
C. WOOD DELINEATOR POSTS: Wood delineator posts shall be 100 mm x 100 mm and length as specified on the Plans and shall conform to SubSection 862.02. All wood posts shall be preservative treated in accordance with Section 863.
D. FLEXIBLE DELINEATOR POSTS: Flexible delineator posts shall be fabricated of a durable plastic or poly resin material capable of being driven into the ground with equipment which does not damage the posts or reflective sheeting or capable of being surface mounted onto pavement. Pilot holes shall be drilled or formed by other means where necessary to obtain the embedment shown on the plans. Flexible Delineator Posts shall be classified as follows:
1095

911.04
Type I - Curved or Flat A - Soil Mount B - Surface Mount
Type II - Tubular A - Soil Mount B - Surface Mount
All posts shall be durable, flexible, non-discoloring and capable of recovering from repeated vehicle impacts. Materials used in the manufacture of flexible delineator posts shall be stabilized with UV (ultraviolet) inhibitors to prevent degradation. The posts shall be inert to all normal atmospheric elements and chemicals which might be used in grass or weed control. Posts shall be gray, white, or yellow in color as required. The posts shall be made of a material to which reflective sheeting can be applied. The reflective sheeting used on flexible delineator posts shall be the color white or yellow as required and shall meet the requirements of Sub-Section 913.01, Type III or Type IV. Approved reflective sheetings shall be listed on QPL-29 of the Georgia Department of Transportation Qualified Products Manual.
1. PERFORMANCE CRITERIA: Flexible Delineator Posts shall be evaluated by the National Transportation Product Evaluation Program (NTPEP) or Southeastern Association of State Highway and Transportation Officials (SASHTO) Regional Test Facility. Data generated by the NTPEP and SASHTO testing will be used to select those materials which have performed satisfactorily when subjected to the following tests:
A. MATERIAL TESTS:
a. Shapes and Dimensions: Flexible delineator posts shall be curved, flat or tubular with the upper 350 mm presenting a minimum 75 mm wide profile in the direction of approaching traffic. The top of the reflective sheeting shall be 12 mm from the top of the delineator post. The top of tubular posts shall be capped to prevent the inclusion of water. Soil mount flexible delineator post shall be designed to connect with a drive type anchor base made of corrosion resistant material. It is intended that when a post is no longer serviceable -it can be removed and a new post installed on the same anchor base. The minimum length for the anchor base shall be 450 mm and the minimum height above the ground for the soil mount flexible delineator posts shall be 1200 mm. Surface mount flexible delineator posts shall be designed to connect with the base assembly and be easily replaced when the existing post is no longer serviceable. The post heights above the surface shall be 600, 900 or 1200 mm as required.
b. Weathering: Flexible delineator posts shall be capable of withstanding 1,000 hours of UV exposure in the Q. U.V. weatherometer without significant color change or physical deterioration as might be exhibited by splitting, cracking, delaminating, etc. The test shall be conducted in accordance with the provisions of ASTM G 53.
1096

911.06
B. FIELD TESTS: Flexible delineator posts shall be impacted as described below:
Install eight delineator posts in two rows or four each so that one row will be bumper hits and one row will be wheel hits in one pass of the vehicle.
The dimension from the top of the delineator post to ground level shall be 1200 mm ( 25 mm).
The delineator post shall be installed with the reflective sheeting facing the test vehicle.
The test vehicle shall be a standard American sedan and/or pickup, and shall have no unusually sharp hood ornaments or other appurtenances.
All eight delineator posts shall be impacted ten times (5 hits at an ambient temperature of 0 2C and 5 hits at an ambient temperature of 30 2 C) with the test vehicle traveling at a speed of 55 MPH.
At the conclusion of the impact test described above at least five of the eight posts shall:
1. Remain intact and securely anchored and return to their original vertical orientation within an angle of 10.
2. In addition, each post meeting item 1 requirement above shall also retain a minimum of 50% of its reflective sheeting and show minimal signs of distress (cracking, loss of rigidity).
2. ACCEPTANCE: Flexible delineator posts which have met the above laboratory material test and field test requirements will be placed on the approved list. Only those flexible delineator posts which appear on the Georgia Department of Transportation Qualified Products List may be used. The manufacturer shall certify that the flexible delineator posts to be supplied are formulated of the same material as when tested by NTPEP and will conform to the requirements of this Specification. Type of flexible delineator post used will be shown for each location on the Plans.
911.05 WOOD SIGN POSTS: These posts shall be used to support special signs when so noted on the Plans. They shall be in accordance with Georgia Standard No. 9055. All posts shall be preservative treated in accordance with Section 863 and Standard No. 9055 notes. The wood shall conform to that specified in Sub-Section 859.04 except that it shall conform to the grading requirements for No.1 SR or No.2 SR as specified in the current Southern Pine Inspection Bureau Rules.
911.06 GROUND MOUNTED BREAKWAY SIGN SUPPORTS: Ground mounted breakaway sign supports shall consist of any assembly approved by the Department as a breakaway foundation. The support shall be designed to modified AASHTO wind load of 112 kph. All foundation assemblies shall be FHWA approved for the specific design category for which the unit was evaluated. The evaluation shall be in accordance with AASHTO Standard
1097

912.01
Specifications for Highway Signs, Luminaires, and Traffic Signals, current edition.
A. DESIGN:
1. TYPE A: A type "A" assembly is a single post mount capable of supporting a 0.65 m2 sign at a mounting height of 2.7 m to the centroid.
2. TYPE B: A type "B" assembly is a two post mount capable of supporting an 1.67 m2 sign at a mounting height of2.7 m to the centroid.
3. TYPE C: A type "c" assembly is a three post mount capable of supporting a
3.4 m2 sign at a mounting height of 2.7 m to the centroid.
B. BASE ASSEMBLY: The base assembly furnished shall have a maximum allowed protrusion of 100 mm above the ground surface. Any foundation assembly shall be compatible with the applicable sign post shown in SubSection 911.01. The assembly shall be hot dipped galvanized in accordance with ASTM A 123 or approved equal. The use of alternate protective coatings must be approved by the Office of Materials and Research before use on Department projects.
C. ASSEMBLY HARDWARE: All base attachment hardware shall be in accordance with the Plans and recommended by the manufacturer. Protective coating shall be in accordance with ASTM A 153, ASTM B 695 Class 55, or ASTM A 165 Type OS, whichever is applicable.
D. ACCEPTANCE: Manufacturers shall furnish a copy of an independent testing agency report showing that the support has been dynamically tested in accordance with AASHTO safety criteria as outlined above. Manufacturers shall also furnish evidence that the support has been tested and has met the criteria established in NCHRP 350. In addition, the manufacturer shall supply a certification showing the physical properties ofthe material and conformance with the Specifications in accordance with Sub-Section 106.05. The manufacturer of a ground mounted breakaway sign support meeting the requirements of this Specification must further show evidence that the assembly has been used successfully in installations with similar environmental and project conditions to the satisfaction of the Department.
SECTION 912-SIGN BLANKS AND PANELS
912.01 ALUMINUM SIGN BLANKS: The Aluminum Sign Blanks shall be of the type, size, and shape specified.
A. TYPES: 1. Type I. All signs with area of 0.84 m2 or less shall be known as Type I. Type I blanks shall be a minimum of2.0 mm in thickness. 2. Type II. All signs with area more than 0.84 m2 shall be known as Type II. Type II blanks shall be a minimum of 2.5 mm in thickness.
B. BASE METAL: The base metal of Type I and II sign blanks shall conform to ASTM B 209M, Alloy 6061-T6 or 5052-H38.
1098

912.01
C. FABRICATION: All fabrication, including shearing, cutting, and drilling or punching of holes shall be completed prior to metal treatment and the application of the face material. The metal blanks shall be cut to size and shape and shall be free of buckles, warp, dents, cockles, burrs, and defects resulting from fabrication. Each face of the finished blank shall be a plain surface and flat.
D. BOLT HOLES:
1. DIAMOND SHAPED BLANKS: Diamond shaped blanks shall have 10 mm diameter holes drilled or punched in two opposite corners as specified below for the particular size.
a. 600 mm: 2 holes, each being 300 mm from the center of blank on diagonal line.
b. 750 mm: 2 holes, each being 375 mm from center of blank on diagonal line.
c. 900 mm: 2 holes, each being 450 mm from center of blank on diagonal line.
d. 1200 mm: 4 holes, 2 on each side 375 mm from vertical center line, 375 mm from horizontal center line.
2. SQUARE SHAPED BLANKS: Square shaped blanks shall have 2 holes with 10 mm diameter, drilled or punched, 75 mm from edge in center of opposite sides, except holes in 900 mm blanks shall be 150 mm from edge in center of opposite sides. NOTE: 600, 750, 900 mm diamond and square shaped blanks shall be multiple drilled or punched for use as either diamond or square blanks.
3. RECTANGULAR SIGN BLANKS: Rectangular shaped blanks shall have 10 mm diameter holes, drilled or punched, as specified below for the particular size.
a. 1200 mm (and under) x 375 mm (and under): 4 holes, each being 38 mm from the edge in the center of each side.
b. 1200 mm (and under) x 450 thru 600 mm: 4 holes, each being 75 mm from the edge in the center of each side.
c. 900 x 1200 mm: 4 holes, each being 150 mm from the edge at 150 mm from the top and bottom edges.
d. 1200 x 900 mm and 1200 x 1500 mm: 4 holes, each being 225 mm from the edge and 150 mm from the top and bottom edges.
e. Over 1200 x 300 mm: 4 holes, each being 1/6 horizontal dimension from edge at 38 mm from top and bottom edges.
f. Over 1200 x 600 mm: 4 holes, each being 1/6 horizontal dimension from edge at 75 mm from top and bottom edges.
g. Over 1200 x 900 mm (and over): 4 holes, each being 1/6 horizontal dimension from edge at 150 mm from top and bottom edges.
4. OCTAGONAL SIGN BLANKS: Octagonal shaped blanks shall have 10
1099

912.01
mm diameter holes, drilled or punched, as specified below for the particular size.
a. 750 x 750 mm and 900 x 900 mm: 2 holes, each being 75 mm from the edge on vertical center line.
b. 1200 x 1200 mm: 4 holes, 2 on each side 375 mm from vertical center line, 375 mm from horizontal center line.
5. TRIANGULAR SIGN BLANKS: Triangular shaped blanks shall have 10 mm diameter holes, drilled or punched, as specified below for particular size with point down.
a. 900 mm: 2 holes on vertical center line, spaced 75 mm and 600 mm from the top.
b. 1200 mm: 2 holes on vertical center line, spaced 100 mm and 700 mm from the top.
c. 1500 mm: 4 holes, 2 each 375 mm from vertical center line spaced 75 mm and 525 mm from top.
6. CIRCULAR SIGN BLANKS: Circular shaped blanks shall have 10 mm diameter holes, drilled or punched, as specified below for the particular size.
a. 750 mm DIAMETER: 2 holes on vertical center line 300 mm from center.
b. 900 mm DIAMETER: 2 holes on vertical center line 375 mm from center.
7. INTERSTATE ROUTE SHIELD BLANKS: Interstate Route Shield shaped blanks, independent use, shall have 10 mm diameter holes, drilled or punched, as specified below for the particular size.
a. 600 x 600 mm and 750 x 600 mm: 2 holes on vertical center line spaced 75 mm and 525 mm from top.
b. 900 x 900 mm and 1125 x 900 mm: 2 holes on vertical center line spaced 150 mm and 750 mm from top.
8. ISOSCELES TRIANGULAR SIGN BLANKS: Isosceles Triangular shaped blanks shall have 10 mm diameter holes, drilled or punched, as specified below for the particular size with point to the right.
a. 750 x 1000 x 1000 mm: 2 holes, each 300 mm from left edge, 188 mm from horizontal center line.
b. 900 x 1200 x 1200 mm: 2 holes, each 375 mm from left edge, 225 mm from horizontal centerline.
9. PENTAGONAL SIGN BLANKS: Pentagonal shaped blanks shall have 10 mm diameter holes, drilled or punched, as specified below for the particular size with point up.
a. 750 mm: 2 holes on vertical centerline, spaced 75 mm and 600 mm from bottom edge.
b. 900 mm: 2 holes on vertical centerline, spaced 75 mm and 675 mm from bottom edge.
1100

912.02
E. METAL TREATMENT: The metal shall be finished for painting or application of reflective sheeting by conversion coating or by anodizing. The finished sign blank or panel shall have a uniform, light colored appearance, with no splotches or stains. Where the finishing procedure produces an iridescent color, it shall have a uniform shade. The metal shall be thoroughly cleaned prior to finishing.
1. CLEANING: Initial cleaning shall be done by an etch type alkaline cleaner or by vapor degreasing with a trichloroethylene or percholoroethylene solvent. The cleaner shall be used according to the manufacturer's specifications.
2. DESMUTTING: Where an alkaline etching cleaner is used, the metal shall be further treated with an acid solution or desmutting compound. The desmutting agent shall be used according to the manufacturer's specifications.
3. FINISH: The metal shall be finished with a chromate conversion coating or by anodizing with a chromic acid anodizing solution. The compound used for the conversion coating shall be used according to the manufacturer's specifications.
4. HANDLING: Handling of the metal between all cleaning and finishing operations and the application of the finish material shall be done only by a device or with clean cotton gloves. Care shall be taken so that there shall be no opportunity for the metal to come in contact with greases, oils, dust or other contaminants prior to the application of the finish material.
F. BASIS OF ACCEPTANCE: Acceptance of these sign blanks will be based on results of chemical and physical tests of materials, approval of methods and procedures for metal treatment, and acceptable quality of work of the finished blank. The fabricator shall make available, for sampling by the Engineer, a minimum of 0.1 m2 of the sign material for each lot or shipment of each type.
912.02 EXTRUDED ALUMINUM SIGN PANELS: All extruded aluminum sign panels shall be in reasonably close conformity with the shape and size shown on the Plans. The aluminum shall meet the requirements of ASTM B 221M. Alloy 6063-T6 or 6061-T6.
A. METAL TREATMENT: The extruded panels shall be finished as specified in Sub-Section 912.01.E.
B. FABRICATION: The extruded panel signs shall be fabricated as shown on the Plans. The accessories for fabricating the signs shall conform to the following:
1. Bolts for connecting panels shall be M10x1.5, tolerance grade 6g threads, and 19 mm long conforming to ASTM F 468M, Alloy 2024-T4. Nuts for these bolts shall be hex nuts with tolerance grade 4 threads and shall conform to ASTM F 467M, Alloy 6061-T6. The washers shall conform to ASTM B 209M, Alloy 2024-T4.
1101

913.01
2. Posts Clips shall be of the shape and dimensions shown on the Plans and shall conform to ASTM B 108, Alloy 356-T6.
3. Post Clip Bolts shall be MlOx1.5, tolerance grade 6g threads and 44 mm long conforming to ASTM F 468M, Alloy 2024-T4. The nuts shall be hex locknuts conforming to ASTM B 211M, Alloy 2017-T4. The washers shall conform to ASTM B 209M, Alloy 2024-T4.
C. TOLERANCES: The sections shall be within the established commercial tolerances of the aluminum industry. One hundred fifty millimeter wide panels shall have a nominal weight of 1.7 kg/m. These sections shall be used only at the top of signs not conforming to 300 mm modules. Three hundred millimeter wide panels shall have a nominal weight of 4.0 kg/m. These sections shall be used as the normal sign panel. An alternate extruded panel section of equal or greater section moduli and having dimensions suitable to utilize hardware as shown on the plans may be supplied by the Contractor upon receipt of the written approval of the Engineer.
D. BASIS OF ACCEPTANCE: Acceptance of these sign panels will be based on results of chemical and physical tests of materials, approval of methods and procedures for metal treatment, and acceptable workmanship of the fmished panel. The fabricator shall make available, for sampling by the Engineer, a minimum of 0.1 m2 of the sign material for each lot or shipment of each type.
SECTION 913-REFLECTORIZING MATERIALS
913.01 REFLECTIVE SHEETING: Reflective sheeting shall meet the requirements of AASHTO M 268 and the following additional requirements:
A. REFLECTIVE APPLIED COPY: The reflective applied copy for Type I reflective sheeting signs including letters, numerals, symbols, borders, and specified route markers, shall be Silver-White, Type III or Type IV.
B. BASIS OF ACCEPTANCE: Acceptance will be based on test results of samples taken by the Engineer or of a sample submitted by the manuf~cturer or fabricator to the Engineer. The samples shall consist of 0.1 m in area from each lot of each color being used. Where the manufacturer or fabricator submits the samples, the Department shall receive a certificate stating that the reflective sheeting used on the project was from the same lot as the sample submitted for testing.
C. REJECTION OF MATERIAL: Reflective sheeting will be rejected for failure to meet anyone of the designated requirements. In addition, any material meeting the requirements, but which during sign fabrication or in actual field use, performs in an unacceptable manner as evidenced by cracking, wrinkling, delamination, color change, or abnormal loss of reflectivity will be considered unacceptable and rejected.
D. CERTIFICATION: In addition, the manufacturer shall submit with each lot or shipment, a certification which states that the material supplied will meet all the test requirements listed herein. Further, the certificate shall
1102

914.01

state that the actual tests specified have been conducted to assure compliance and that test results will be provided upon request.
E. PERFORMANCE WARRANTY: The Contractor or bidder shall transfer to the Department a performance warranty for Enclosed Lens, Encapsulated Lens, or Microprismatic Sheeting issued by the manufacturer. These warranties shall be in addition to all other certifications and/or warranties required by this Specification and shall cover the full replacement cost including material and labor. Included in these warranties shall be a provision that the warranty is subject to such transfer. In addition to the above requirement the manufacturer's warranty shall provide for the following applicable requirements and statements. Reflective sheeting, processed, applied to sign blank materials, and cleaned, shall perform effectively for the number of years stated in Table I of this Specification, as determined by the Department. The reflective sheeting will be considered unsatisfactory if it has deteriorated due to natural causes to the extent that: (1) the sign is ineffective for its intended purpose as defined in Sub-Section 913.0l.C., or (2) the average night-time reflective brightness is less than that Specified in Table 1.
TABLE I EFFECTNE PERFORMANCE LIFE

SHEETING TYPE AND COLOR

Average Minimum Candela Per Lux Per Square Meter (1) at 0.2 Divergence and -4 Incidence

Effective Performance Life - Years

White

Type I & II

35

7

Yellow

Type I & II

25

7

Brown

Type I & II

0.5

7

Orange

Type I & II

12

5

Red

Type I & II

7

7

Green

Type I & II

4

7

Blue

Type 1 & II

2

7

White

Type III &IV

200

10

Yellow

Type III &IV

136

10

Orange

Type III &IV

56

3

Red

Type III &IV

28

10

Green

Type III &IV

24

10

Blue

Type III &IV

12

10

Brown

Type III &IV

8

10

Note (1) Candela measurement shall be made following sign cleaning.
913.02 GLASS BEADS FOR LUMINOUS TRAFFIC LINES: Glass beads for use in luminous traffic lines shall conform to the requirements of AASHTO M 247, Type 1.

SECTION 914-SIGN PAINT

914.01 SILK SCREEN LETTERING PAINT: This Specification covers opaque Silk Screen Lettering Paint & Transparent process colors intended for

1103

914.01

use in the fabrication of high quality, durability reflective signs and emblems by screen processing, spraying, roll coating, or hand brushing.

A. DESCRIPI'ION: The process colors and toner shall be weather resistant and designed for use on reflective sheeting. Process colors may be toned or blended to acquire desired color but as supplied shall be ready mixed to a smooth, uniform texture. Paint used on reflective sheeting must be recommended by the manufacturer of the sheeting.

B. REQUIREMENTS:

1. COLOR AND TRANSPARENCY: When processing through a 10XX screen onto silver-white reflective sheeting background in accordance with the manufacturer's instructions, the transparent colors shall:

a. Produce a true color under both diffuse and reflected light.

b. Match the color samples submitted by the Engineer.

c. Allow good reflective brilliance of the processed sheeting.

2. Physical Characteristics-Process Color and Toner. When applied in accordance with the manufacturer's instructions, the process colors shall flow out and dry to a tough, smooth, glossy surface free of defects, pattern, non-wet spots and with a sharp edge (screen processed). The process colors shall:

a. Have viscosity such as to be suitable for the purpose intended.

b. Dry to a good film in 24 hours at 22C and 50% relative humidity.

c. Withstand force curing at temperatures up to 66C for 4 hours without adverse effect or embrittlement.

d. Prior to thorough drying the process color shall be removable by recommended solvent without damage to the reflective sheeting.

C. APPLICATION: When using color silk screen paint other than black.. the

paste should be stirred thoroughly before using and stirred frequently

during use. This is particularly true when reverse silk screening is being

used.

No streaks in finished silk screen painting will be permitted. The paste

shall be applied on silk screen with a rubber squeegee. The squeegee

should be a length equal to the width of sign.

.

D. DURABILITY: The colors shall be weather resistant when screen processed through a 10XX screen and finished in accordance with recommended procedures, the material shall, following cleaning, show no appreciable color change, or loss by either diffuse or reflected light, nor significant change in transparency when exposed to accelerated weathering for 100 000 Langleys, south facing, unprotected at 45 in south Florida; or 1000 hours Atlas Twin arc weathering (ASTM G 23, Type D) in accordance with ASTM D 822. Following accelerated exposure no process color shall be removed when tested by scratching through the surface, applying cellophane tape over the scratched area, and removing the tape with one quick motion.

1104

916.01
E. STORAGE AND PACKAGING: The material as supplied and following one-year storage shall show no skinning or settling, color change, nor thickening or livering that cannot be readily brought to usable consistency by normal mixing procedures.
F. BASIS OF ACCEPTANCE: Approval of the use of the lettering paint will be based on results of tests of sample paint submitted by the fabricator to the Engineer. The fabricator shall submit a 0.25 L sample of each color paint from each lot to be used. The fabricator shall submit to the Engineer a certification stating that the paint used on the Project signs is recommended by the sheeting manufacturer and is of the same lot as the test sample.
SECTION 9I5-MAST ARM ASSEMBLIES
915.01 STEEL POSTS AND ARMS FOR MAST ARM ASSEMBLY: Steel posts and arms for the Mast Arm Assembly shall be of the dimensions shown on the Plans and shall conform to ASTM A 53 for Type E or S, Grade B with galvanized finish. The Pipe shall be weight Class XS, Schedule No. 80. The hydrostatic test requirements are waived.
BASIS OF ACCEPTANCE: Acceptance of the material will be based on certification in accordance with the provisions of Sub-Section 106.05, and on results of galvanized coating tests made by the Department.
915.02 GUY WIRES AND CABLE: Guy Wires for Mast Arm Assemblies and Cable for Overhead Sign Assemblies shall be of the dimensions shown on the Plans and shall conform to ASTM A 475, Siemens-Martin Grade with Class A coating. Extra Heavy Wire Rope Thimbles conforming to Federal Specification FF-T-2765, Type III shall be provided at each end of the Cable.
Basis of Acceptance: Certification shall be in accordance with Sub-Section 106.05.
SECTION 9IG-DELINEATORS
916.01 CENTER MOUNT REFLECTOR DELINEATORS: The reflector delineator shall consist of a hermetically sealed acrylic plastic prismatic reflex reflector, and provided with a single grommetted hole.
A. MATERIALS AND FABRICATION: Acrylic Plastic Reflector-The reflector shall be acrylic plastic and fabricator shall specify the manufacturer of the raw material and the identification number of the particular molding compound to be furnished. The reflector shall consist of clear and transparent plastic face, with not less than 42 cm2 of reflective area, herein referred to as the lens, with a heat scalable plastic back fused to the lens under heat and pressure around the entire perimeters of the lens and the central mounting hole to form a unit permanently sealed against dust, water, and water vapor. The reflector shall be crystal (colorless), amber, or red as specified on the Plans. The lens shall consist of a smooth surface free from projection or indentations other than a central mounting hole and identification with a
1105

916.01

rear surface bearing a prismatic configuration such that it will affect total internal reflection of light. The manufacturer's trademark shall be molded legibly into the face of the lens.

B. OPTICAL REQUIREMENTS:

1. DEFINITIONS:

a.ENTRANCE ANGLE: Entrance angle shall mean the angle at reflector between direction of light incident on it and direction of reflector axis.

b. OBSERVATION ANGLE: Observation angle shall mean the angle at reflector between observer's line of sight and direction of light incident on reflector.

c. SPECIFIC INTENSITY: Specific intensity shall mean candela returned at the chosen observation angle by a reflector for each lux of illumination at the reflector.

2. SPECIFIC INTENSITY: The specific intensity of each reflex reflector intended for use in delineators or markers shall be equal to or exceed the following minimum values regardless of reflector orientation. Failure to meet the specific intensity minimum shall constitute failure of the reflector being tested; failure of more than 2 reflectors out of 50 subjected to test shall constitute failure of the lot.

OBSERVATION ANGLE

ENTRANCE ANGLE

SPECIFIC INTENSITY CANDELAS PER LUX

Degrees

~

Crystal

Amber

Red

0.1 deg. 0.1 deg.

0 deg.

119

71

29

20 deg.

47

28

11

3. OPTICAL TESTING PROCEDURE: The reflex reflector to be tested shall be located at a distance of 30 m from a single light source having an effective diameter of 50 mm; the light source shall be operated at approximately normal efficiency. The return light from the reflector shall be measured by means of a photoelectric photometer having a minimum sensitivity of 1 x 10 to the -6 power lux per mm scale division. Photometer
shall have a receiver aperture 13 mm diameter, shielded to eliminate stray light. The distance from light source center to aperture center shall be 53 mm for 0.10 observation angle. During testing, the reflectors shall be spun so as to average the orientation effect.
If a test distance other than 30 m is used, the source and aperture dimensions and the distance between source and aperture shall be modified in the same proportion as the test distance.

C. DURABILITY:

1. SEAL TEST: The following test shall be used to determine if a reflector is adequately sealed against dust and water. Submerge 50 samples in water bath at room temperature. Subject the submerged samples to a vacuum of 125 mm gage for 5 minutes. Restore atmospheric pressure and leave samples submerged for 5 minutes, then examine the samples for water

1106

917.01
intake. Failure of more than 2 percent of the number tested shall be cause for rejection.
2. HEAT RESISTANCE TEST: Three reflectors shall be tested for 4 hours in a circulating air oven at 80C 3C. These test specimens shall be placed in a horizontal position on a grid or perforated shelf permitting free air circulation. At the conclusion of the test, the samples shall be removed from the oven and permitted to cool in air to room temperature. The samples, after exposure to heat, shall show no significant change in shape and general appearance when compared with unexposed control standards. No failures will be permitted.
D. BASIS OF ACCEPTANCE: Acceptance will be based on test results of a sample of the materials taken by the Department. The sample shall consist of 50 delineators of each color to be used on the project. Delineators not damaged in testing will be returned to the fabricator or manufacturer.
SECTION 917-REFLECTIVE AND
NONREFLECTIVE CHARACTERS
917.01 DEMOUNTABLE CHARACTERS WITH TYPE III REFLECTIVE SHEETING:
GENERAL: The Type III reflective sheeting letters, numerals, symbols, and borders shall be of silver color unless otherwise specified on the Plans and will be applied to aluminum flat frames in such a manner as recommended by the sheeting manufacturer.
Reflective sheeting shall conform to Sub-Section 913.01, Type III.
A. FABRICATION OF FLAT FRAMES: The reflective sheeting shall be mechanically applied to the properly
prepared aluminum frames with the equipment and in a manner prescribed by the sheeting manufacturer.
Flat frames (letter, numerals, symbols and borders) shall be 0.813 mm thick aluminum sheet conforming to ASTM B 209M, Alloy 3003-H14. The frames shall be properly degreased, etched, and treated with a light, tight amorphous chromate type coating before any sheeting is applied.
When recommended by the sheeting manufacturer, the completed demountable letters, numerals, symbols and borders shall be coated with finishing clear as approved by the sheeting manufacturer. Clear shall be applied to the sheeting surface in a manner to assure a fully glossy coat and a complete edge seal of the sheeting.
The finished letters, numerals, symbols and borders shall show careful workmanship and be clean cut, sharp, and have essentially a plane surface.
Spacing of mounting holes for aluminum rivets or other approved noncorrosive fasteners shall be determined by character size and shape and in no case shall be more than 200 mm on center.
B. BASIS OF ACCEPTANCE: Acceptance will be based on test results of samples taken by the
1107

917.02
Department or of a sample submitted by the manufacturer or fabricator, when directed. The sample shall consist of one (1) letter of a predominant size and type to be used on the Project. When the manufacturer or fabricator submits the sample, he shall also submit to the Engineer a certificate stating that the material used on the Project is the same as the sample submitted.
917.02 DIRECT APPLIED NONREFLECTIVE CHARACTERS: GENERAL: Direct applied nonreflective characters are for use as opaque
legend, stripping and symbols on traffic control signs made from reflective sheeting meeting Sub-Section 913.01. The nonreflective weatherproof plastic film shall be precoated with pressure sensitive or heat sensitive adhesive backing. The sheeting shall be sufficiently flexible to be easily cut, shaped, and permit application over reflective sheeting. The nonreflective plastic sheeting must conform to the following requirements:
A DURABILITY: Processed and applied in accordance with manufacturers recommended procedures, the nonreflective sheeting shall be weather resistant and, following cleaning, shall show no appreciable discoloration, cracking, crazing, blistering, or dimensional change or adverse effect to the reflective sheeting it is mounted on after 1200 hours of exposure in an Atlas Twin Arc Weatherometer in accordance with ASTM D 822.
B. ADHESIVE:
1. The sheeting shall have either a precoated pressure sensitive adhesive backing (Class 1) or a tack-free heat activated adhesive backing (Class 2), both of which may be applied without the necessity of application of additional material to either the nonreflective sheeting or the reflective sheeting being bonded to.
2. The protective liner attached to the adhesive shall be removed by peeling without soaking in water or other solvents, and shall be easily removed after accelerated storage for four hours at 65C under 17 kPa of pressure.
3. The adhesive shall form a durable bond to smooth and weather resistant surfaces, and forty-eight hours after application shall adhere securely at temperatures ranging from -35C to 95C.
4. The sheeting adhesive shall provide a vandal resistant bond and shall prevent the sheeting from shocking from the panel when struck at -25C.
C. CERTIFICATION: A certification from the manufacturer showing the properties of the materials used and conformance with the Specifications will be required under this section in accordance with Sub-Section 106.05.
SECTION 919-RAISED PAVEMENT MARKER MATERIALS
919.01 MATERIALS: All materials shall meet the requirements of these Specifications and no material shall be used until it has been approved by the Laboratory.
The Pavement Markers shall be ofthe type shown on the Plans or specified in the proposal. Reference is made to the following:
Type 1, two-way, one-color, 100 mm x 100 mm, reflective markers. Type 2, one-way, one-color, 100 mm x 100 mm, reflective markers.
1108

919.01
Type 3, two-way, two color, 100 mm x 100 mm, reflective markers. Type 4, round white, yellow or black ceramic, non reflective markers. Type 5, oval white, yellow or black ceramic, non-reflective markers. Type 6, oval white or yellow ceramic, reflective markers. Type 7, white or yellow ceramic jiggle bar, non-reflective markers. Type 8, white or yellow ceramic jiggle bar, reflective markers. Type 9, white or yellow channel, non-reflective markers. Type 10, white or yellow channel, reflective markers. Type 11, two-way, one-color, 100 mm x 50 mm, reflective markers. Type 12, one-way, one color, 100 mm x 50 mm, reflective markers. Type 13, two-way, two color, 100 mm x 50 mm, reflective markers. Type 14, two-way, one color, flexible reflective markers. Type 15, one-way, one color, flexible reflective markers.
A. REFLECTIVE PAVEMENT MARKERS: Types 1,2,3, 11, 12 and 13 reflective pavement markers shall be of the prismatic reflector type, consisting of methyl methacrylate or acrylonitrile butadiene styrene high impact plastic shell filled with a mixture of inert thermosetting compound and filler material. The exterior surface of the shell shall be smooth and contain one or two prismatic faces, molded to reflect incident light from a single direction or from opposite direction. The shell shall be of one color or of a combination oftwo colors which will be the same as reflective elements and shall be of the size and shape shown by the Plans. Two basic sizes of reflective pavement markers are allowed for use-the standard raised pavement marker which has a base dimension of approximately 100 mm x 100 mm, and a low profile raised pavement marker which has an approximate base dimension of 100 mm x 50 mm. Low profile raised pavement markers shall have one or two untempered gla!,?s covered prismatic reflectors. The base of the marker shall be free from gloss or substances which may reduce its bond to the adhesive. The presence of a soft or resin rich film on the surface of the base will be cause for rejection. Type 14 and Type 15 flexible reflective markers shall be manufactured by extrusion of plastic into an "L" shape, with a nominal dimension of 100 mm long x 50 mm high vertical face x 25 mm wide base leg. A pressure sensitive adhesive with a paper release liner shall be attached to the bottom of the base leg. A strip of metallized acrylic reflective sheeting shall be attached to either one or both sides of the vertical face. The reflective strip shall be protected by a clear plastic cover. The cover shall be able to withstand a chip seal operation and shall easily be removed after the operation.
1. Fifty markers selected at random will constitute a representative sample for each shipment or lot. The sample shall be subjected to the tests listed below.
2. The specific intensity of each reflective surface, when tested at 0.2 degree angle of divergence, shall not be less than the following specified values:
1109

919.01

CLEAR YELLOW

REI!

0 Incidence Angle -

3.0

1.50

0.75

20 Incidence Angle -

1.2

0.60

0.30

NOTES:

a. ANGLE OF INCIDENCE: The angle formed by a ray from the light source to the marker, and the normal to the leading edge of the marker face.

b. ANGLE OF DIVERGENCE: The angle formed by a ray from the light source to the marker and the returned ray from the marker to the measuring receptor.

c. SPECIFIC INTENSITY: The mean candela of the reflected light at a given incidence and divergence angle for each lux at the reflector on a plane perpendicular to the incident light.

SI=RLxD2

IL

Where: SI = Specific Intensity
RL = Reflected Light
IL = Incident Light
D = Test Distance
d. TEST METHOD: The markers to be tested shall be located with the center of the reflecting face at a distance of 1.5 m from a uniformly bright light source having an effective diameter of 5 mm. The photocell receptor width shall be 13 mm and shall be shielded to eliminate stray light. The distance from the center of the light source aperture to the center of the photocell shall be 5 mm. If a test distance of other than 1.5 m is used, the source and receptor shall be modified in the same proportion as the test distance.
3. The color of the raised reflective pavement markers when illuminated by an automobile headlight shall be clear, yellow or red as required. Offcolor reflection shall constitute grounds for rejection.
4. STRENGTH REQUIREMENT:
a. The standard 100 mm x 100 mm base raised reflective pavement markers shall support a minimum load of 8.9 kN applied in the following manner:
A random sample ofthree markers shall be selected for compressive strength testing. The markers shall be centered base down over the open end of a vertically positioned hollow metal cylinder. The cylinder shall be 25 mm high, with an internal diameter of 75 mm and a wall thickness of 6 mm. A load necessary to test the marker shall be applied at a speed of 5 mm per minute to the top of the marker through a 25 mm diameter solid steel plug centered on the top of the marker. Failure shall consist of either (1) breakage or significant deformation of the

1110

919.01
marker at a load of less than 8.9 kN; or (2) significant delamination of the shell and the filler material regardless of the load required to break the marker.
b. The low profile 100 mm x 50 mm base reflective pavement marker shall support a minimum load of 17 800 N when applied in the following manner:
A random sample of three markers shall be selected for the load test. Position marker base down at the center of a flat steel plate with a minimum thickness of 13 mm. Apply a load to the top center of the marker by means of a 25 mm diameter solid steel plug at a loading rate of 0.75 mm per minute. Failure shall consist of either (1) breakage or significant deformation of the marker at a load of less than 17 800 N; or (2) significant delamination of the shell and the filler material regardless of the load required to break the marker.
5. IMPACT TEST: Prismatic reflective faces protected with untempered glass shall be conditioned and subjected to impact testing. A random sample of markers to provide 20 lenses for each test shall be conditioned in an oven at 54C for one hour. While at this temperature, impact the reflectivereflective face by allowing a 0.2 kg dart fitted with a 6 mm radius spherical head to drop 450 mm perpendicularly onto the center of the reflective surface. Cracks in the impact area shall be generally concentric in appearance. There shall be no more than two radial cracks longer than 6 mm. There shall be no radial cracks extending to the edge of the glass.
6. TEMPERATURE CYCLING: Subject the markers used for impact test to 3 cycles of 60C for 4 h followed by -7C for 4 h. There shall be no cracking or delamination following temperature cycling.
7. HARDNESS: A random sample offive Type 14 or Type 15 markers shall be selected for determination of Shore A hardness in accordance with ASTM D 2240. The Shore A hardness of both the marker body and the clear protective cover shall be a minimum of 80.
8. TOLERANCES:
a. SPECIFIC INTENSITY: Unless otherwise specified, not less than 48 markers out of each sample shall pass all tests except the strength test. When less than 45 markers pass, the lot represented by the sample will be rejected and no resample will be allowed.
When less than 48, but more than 44, markers pass, a resample will be allowed at the request of the contractor. One hundred markers will constitute a resample. After each of the 100 markers in the resample has been subjected to all tests, except the strength test, the shipment or lot will be rejected unless at least 96 markers meet the requirements of these specifications.
b. STRENGTH TEST: Should anyone of the three samples selected for strength testing fail to comply with the strength requirements of this Specification, six additional samples will be tested. The failure of any
1111

919.01

one of these six samples shall be cause for the rejection of the entire lot or shipment represented by the samples.
c. IMPACT AND TEMPERATURE CYCLING TEST: In either the impact or temperature cycling test, if 90% (18 lenses) of the test samples meet the above requirement, the lot will be acceptable. Failure of 4 lenses of the sample will be cause for rejection of the lot. When 3 lenses fail a resample will be allowed at the request of the contractor. Twenty additional lenses shall be subjected to these tests and failure of more than one lens ofthe resample will be cause for rejection of the lot.
B. CERAMIC PAVEMENT MARKERS: Type 4,5,6,7, and 8 markers shall consist of a heat fired, white, vitreous, ceramic base and a heat fired, opaque, glazed surface to produce the properties required in these Specifications. The glaze shall not be present on the bottom of the markers which will be connected to the road surface. The markers shall be thoroughly and evenly matured and free from defects which affect appearance and serviceability. Reflective ceramic pavement markers shall conform to the specific intensity of each reflective surface in accordance with Sub-Section 919.01A.2.
1. Twenty-five markers selected at random will constitute a representative sample for each shipment or lot. A random sample of five markers shall be subjected to each of the required tests. If more than one marker fails to meet the requirements for which it has been tested, the shipment or lot will be rejected and no resample will be allowed. When only one marker fails to meet the requirements for which it has been tested, a resample will be allowed at the request of the Contractor. Twenty-five markers will also constitute a resample. All twenty-five markers shall be subjected to the test or tests which the original sample failed. If more than five markers fail to meet any of the tests to which they are subjected, the entire shipment or lot will be rejected and no further sampling will be allowed.
2. The mean thickness of the glazed surface shall be not less than 0.13 mm when measured not closer than 6 mm from edge of marker. The water absorption of the ceramic markers shall not exceed 2.0 percent of the original dry weight when tested in accordance with ASTM C 373. The glazed surface of the markers shall not craze, spoil, or peel when subjected to one cycle of the Autoclave test at 1724 kPa (ASTM A 424).
3. The color of the white and yellow markers shall be as designated; shall be uniform and shall be determined by visual comparison with calibrated standards having C.I.E. Chromaticity Coordinate limits, determined in accordance with Federal methods of test TT-T-141, Method 4252 falling within a rectangle having the following corner points:

1

2

3

White .290

.316

Yellow .435

.485

.310 .296 .330 .320 .445 .435 .544 .456

Black shall conform to Federal Color No. 595-27038.

4

(90MGO)

.310 .344 80 min. .516 .484 50 min.

1112

919.02

4. When subjected to the compressive load test, the average compressive load of the five markers shall be not less than 6.7 kN and no individual marker shall have a compressive load less than 5.3 kN. The markers shall be centered, base down, over the open end of a vertically positioned hollow metal cylinder. The cylinder shall be 25 mm high, with an internal diameter of 75 mm and a wall thickness of 6 mm. A load necessary to break the markers shall be applied at a speed of 5 mm per minute to the top of the markers thru a 25 mm diameter solid metal cylinder centered on the top of the markers.
C. CHANNEL MARKERS: Type 9 and 10 markers shall consist of either a heat fired, white, vitreous, ceramic base with a heat fired, opaque, glazed surface or a 3.9 mm steel body with a heat fired porcelain finish. Both ceramic and steel channel markers shall be free from any defects which affect appearance and serviceability. Type 10 markers shall conform to the specific intensity of each reflective surface in accordance with Sub-Section 919.01A2.
1. Five markers selected at random will constitute a representative sample for each shipment or lot. Two markers will be subjected to each of the required tests. If both markers fail to meet the requirements for which they have been tested, the shipment or lot will be rejected and no resample will be allowed. When only one marker fails to meet the requirements for which it has been tested, the remaining three markers will be tested and all three must meet the requirements, before the shipment or lot can be accepted.
2. The mean thickness of the glazed surface of ceramic channel markers shall not be less than 0.13 mm when measured not closer than 6 mm from edge of marker. The mean thickness of the porcelain finish on the steel channel markers shall not be less than 0.76 mm. The water absorption of the ceramic markers shall not exceed 2.0 percent of the original dry weight when tested in accordance with ASTM C 373. The surface of the markers shall not craze, spoil, or peel when subjected to one cycle of the Autoclave test at 1724 kPa CASTM A 424).
3. The color of the white and yellow markers shall be as designated; shall be uniform and shall be determined by visual comparison with calibrated standards having C.I.E. Chromaticity Coordinate limits, determined in accordance with Federal methods of test TT-T-141, Method 4252 falling within a rectangle having the following corner points:

1

2

3

4

(90MGD)

White .290 .316

Yellow .435

.485

.310 .296 .330 .320 .310 .344 80 min. .445 .435 .544 .456 .516 .484 50 min.

Black shall conform to Federal Color No. 595-27038.

919.02 PACKING AND SHIPPING: Shipments shall be made in containers which are acceptable to common carriers and packaged in such a manner as to ensure delivery in perfect condition. Any damaged shipments shall be replaced by the Contractor. Each package of pavement markers shall be clearly marked as to size, color, type, and lot number.

1113

919.03
919.03 ACCEPTANCE: Acceptance of markers will be made on the results of physical tests made by the Department in addition to a required certification from the manufacturer showing physical properties of the markers and conformance to the Specification.
SECTION 92o-LIGHTING STANDARDS AND TOWERS
GENERAL: All structural components of poles, towers, bases, anchor bolts, luminaires, and other attachments to be used for roadway, high mast, or other lighting shall be designed in accordance with AASHTO "Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals."
The manufacturer shall submit for the Engineer's approval, design calculations and shop drawings for each type of Lighting Standard or Tower to be used.
920.01 STEEL LIGHTING STANDARDS AND TOWERS: The Lighting Standards and Towers shall consist of a pole and bracket arms as required on the Plans and with a steel base welded to the other end complete with bolts for use as an anchor base pole or attaching to an approved breakaway device, such as slip base, aluminum transformer base, breakaway couplings, etc., when so specified.
A. MATERIALS: STEEL STRUCTURES: Materials for steel structures shall be structural carbon or structural low alloy steel meeting the requirements of AASHTO "Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals," except the ASTM A 588M (AASHTO M 222M) steel will not be allowed.
STEEL PIPE: Steel pipe shall be in accordance with ASTM A 53 Grade B or approved equal. No hydrostatic test will be required.
1. ROADWAY STANDARDS: The shaft,or appropriate shape, shall be of continuous taper with a base welded to the lower end and, unless otherwise specified, shall be constructed of not less than 3.1 mm steel to the dimensions required for the specified mounting height formed from one piece with one electrically welded longitudinal joint and no intermediate horizontal joints. After forming and welding, the shaft may be longitudinally cold rolled under sufficient pressure to flatten the weld and increase the physical characteristics of the metal in the shaft. The shaft, except where a transformer base is specified, shall have a reinforced handhole with a cover. A 13 mm approved grounding connector shall be provided in the shaft or base. The top of the shaft shall be equipped with a removable pole cap held securely in place. The shaft shall be hot-dipped galvanized in accordance with the requirements of ASTM A 123 unless otherwise specified.
2. LIGHTING TOWERS: In addition to the above requirements, the shaft shall have continuous taper of between 12 mm and 33 mm/m. It shall be of such dimensions and metal quality as to comply with the requirements for the specified mounting height.
1114

920.01
The shaft may be formed in sections with each section having not more than two longitudinal welded seams. Intermediate horizontal welds will be permitted only at section joints. Joints produced by telescoping shall have a lap of not less than 1 1/2 pole diameters measured at the minimum diameter of the inner telescoping section.
Field Welding will be performed by an approved certified welder who is a representative of the manufacturer. Welding shall be performed in accordance with Sub-Section 501.05. Any damage to spelter coating shall be repaired in accordance with Section 645. All sections of the shaft will be match-marked to assure proper assembly ofthe tapered sections.
3. POST TOP OR OTHER STANDARDS FOR SPECIAL INSTALLATION: Post top and other standards for special installation shall meet the requirements for roadway standards. In addition, the top diameter of the shaft shall be 75 mm or include a 75 mm tenon, unless otherwise specified, to permit insertion of the shaft or tenon into the luminaire.
B. ANCHOR BASE: A steel base, as specified, shall be secured to the lower end of the shaft by two continuous electric welds. The base, after welding, shall develop the full strength of the adjacent shaft section to resist bending action. Where a Frangible or Breakaway Base is specified, the base shall be attached to an approved breakaway device with an approved number and type of bolts. Unless otherwise specified, removable cast or pressed steel covers shall be provided with each base and each cover shall attach to the base by suitable means.
C. STEEL BRACKET ARMS: The design dimensions of the bracket arm assembly shall be as specified on the Plans. The installed bracket shall provide satisfactory connection with the shaft and shall have a smooth wiring raceway. All bolts and nuts for attaching the bracket arm assembly shall be stainless steel conforming to ASTM A 193M, Type B8C, or AISI 304.
D. TRANSFORMER BASES: The bases shall be fabricated to the dimensions shown on the Plans, the top and bottom plates shall meet the requirements of ASTM A 709M, Grade 250, the side panels shall meet the requirements of AlSI 1020, and the thickness shall be commensurate with the height of the Standard. The base shall be fitted with a door that can be securely fastened. The bases shall be of the design and dimensions that are shown on the Plans. The top and bottom shall be fabricated to receive the shaft, anchor bolts, and the foundation bolts.
E. ANCHOR BOLTS: Each Lighting Standard shall be furnished with four anchor bolts and each Lighting Tower shall have a minimum of eight anchor bolts of the size indicated on the Plans or as required by the manufacturer's shop drawings. All anchor bolts, nuts and washers shall meet the requirements of AASHTO M 314, Grade 370. Supplementary requirement S 1 of AASHTO M 314 shall apply. Grade 724 will not be allowed. Anchor bolts shall be installed with the use of a leveling nut with a flat washer between the leveling nut and the base plate. A flat washer shall be placed on top ofthe base plate then a lock washer on top ofthe flat washer and then the securing nut. The space between the shoe base and
1115

920.02
the top of the footing shall be fully grouted with the use of non shrink grout. Threaded ends of anchor bolts, hexagonal nuts, flat washers and lock washers shall be galvanized in accordance with ASTM A 153 and plan details. Anchor bolts shall be installed with the use of a template.
F. FINISH: All steel lighting standards and towers, including pole, base, transformer base, and bracket arm assembly shall be galvanized in accordance with the requirements of ASTM A 123 unless otherwise specified.
920.02 ALUMINUM LIGHTING STANDARDS: Aluminum Lighting Standards shall consist of a pole and bracket arms as required on the Plans, and with an aluminum base welded or bonded to the lower end complete with bolts for use as an anchor base pole or attaching to an approved breakaway device such as an aluminum transformer base, breakaway couplings, etc., when so specified.
A. MATERIALS: Materials for aluminum structures shall meet the requirements of AASHTO "Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals."
1. ROADWAY STANDARDS: The shaft shall be of continuous taper with a base welded or bonded to the lower end. Except where a transformer base is specified, the shaft shall have a reinforced handhole with a cover. A 13 mm approved grounding connection shall be provided in the shaft or base. The top of the shaft shall be equipped with a removable pole cap held securely in place by means of set screws.
2. POST TOP OR OTHER STANDARDS FOR SPECIAL INSTALLATION: This item shall meet the requirements given above for roadway standards. In addition, the top diameter of the shaft shall be 75 mm or include a 75 mm tenon, unless otherwise specified, to permit insertion of the shaft or tenon into the luminaire.
B. ANCHOR BASE: A one piece aluminum base shall be secured to the lower end of the shaft by two continuous welds, or be designed to be inserted a minimum of 300 mm into the shaft and bonded to the shaft with a weatherproof structural epoxy adhesive that fully develops the required strength as specified by the design criteria. The base, after welding or bonding, shall develop the full strength of the adjacent shaft section to resist bending action. Where a Frangible or Breakaway Base is specified, the base shall be attached to an approved breakaway device with an approved number and type of bolts, or the base itself shall be an approved breakaway type. Unless otherwise specified, removable cast or pressed aluminum covers shall be provided with each base and each cover shall attach to the base by suitable means.
C. ALUMINUM BRACKET ARMS: The design and dimensions of the bracket assembly shall be as specified on the Plans. The installed bracket arm shall provide a satisfactory connection with the shaft and shall have a smooth wiring raceway. All bolts and nuts for attaching the bracket arm
1116

920.04
assembly shall be of stainless steel conforming to ASTM A 193M, Type B8C or AISI 304.
D. TRANSFORMER BASES: The base shall be fabricated to dimensions shown on the Plans of cast aluminum conforming to ASTM B 108, Alloy A03560,T6. The top shall be fabricated to receive the anchor base bolts and the bottom to receive the anchor bolts. All aluminum shall be primary material.
E. ANCHOR BOLTS: These bolts shall be as described in Sub-Section 920.01.E. for steel standards.
F. FINISH: All aluminum lighting standards, including pole, base, transformer base, and bracket arm assembly shall be finished in natural aluminum color unless otherwise specified.
920.03 PRESTRESSED CONCRETE LIGHTING STANDARD: The lighting standard shall be prestressed concrete of the design and dimensions shown on the Plans and shall be machine made in steel forms by the centrifugal spinning process to ensure maximum density. The method of manufacture shall provide a means to produce a smooth cable raceway throughout the length of the standard, not less than 38 mm, nor more than 50 mm in diameter measured at the top of the standard.
A. MATERIALS AND MANUFACTURE: The materials and manufacture of the standard shall be in accordance with applicable requirements of Section 865 with the following exceptions:
1. CONCRETE: The concrete shall be Class AAA, except that the maximum size aggregate shall be 10 mm and the maximum slump shall be 15 mm after spinning process.
2. DETENSIONING: The standards may be detensioned after 24 hours under low temperature steam process; however, failure to reach a compression strength of 25 MPa in this 24 hour period will be cause for rejection.
3. FINISH: The standard shall have a smooth, uniform finish obtained by means of a water carborundum mechanical process that removes the laitance and surface content revealing the aggregate.
B.. BASES: The standards shall be furnished with anchor base or precast butt base. The precast butt base shall be cast as an integral part of the standard during the spinning process. A conduit entrance shall be provided in precast butt base as shown on the Plans. The bolt-down anchor base shall have a cast steel anchor base of ASTM A 27M, Grade 485-250 which shall be secured to the primary reinforcement of the pole in such a manner as to develop sufficient strength to transmit the required loads to the anchor bolts.
C. BRACKET ARMS: The bracket arm assembly may be of aluminum or steel meeting the requirements shown herein for the applicable standard, except that the steel bracket arm assembly shall be galvanized in accordance with ASTMA123.
920.04 DESIGN LOADINGS: Lighting assemblies consisting of standard, tower, bracket arms, luminaire support, and lowering assembly, and luminaire
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920.05
assemblies shall be designed in accordance with AASHTO "Standard Specifications for Structural Supports for Highway Signs, Luminaire and Traffic Signals."
920.05 SERVICE CAR: The Service Car shall be a power-driven hoisting device suitable for safely servicing any level of the lighting tower.
The Contractor shall furnish such shop and working drawings or illustration sheets as are needed in accordance with Section 105 of the Standard Specifications.
The Contractor shall transfer to the Engineer all guarantees on materials and equipment which are normally furnished by the manufacturer together with all operating instructions and service manuals. The guarantees shall include the provision that they are subject to such transfer.
920.06 HIGH MAST LUMINAIRE SUPPORT AND LOWERING ASSEMBLY: This assembly shall be a mechanical device capable of supporting the luminaire assembly at the required operating position and raising and lowering the assembly to ground level for servicing.
The Contractor shall furnish such shop and working drawings or illustration sheets as are required in accordance with Section 105 of the Standard Specifications.
The Contractor shall transfer to the Engineer all guarantees on materials and equipment which are normally furnished by the manufacturer together with all operating instructions and service manuals. The guarantees shall include the provision that they are subject to such transfer.
A. MATERIAL: All structural materials used in the assembly shall meet the requirements of and shall be designed in accordance with AASHTO "Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals."
1. SUPPORT HEAD FRAME: The head frame shall consist of three supports for the suspension cables and a pulley for the power cable. The suspension supports shall be placed 120 degrees apart, and the power cable pulley shall be placed midway between two suspension supports. Each support shall have two pulleys attached inside the support, one at each end, and shall be so constructed that the suspension cables can ride freely in the groove of the the pulleys. To prevent the suspension cables and power cable from riding out of the pulleys, cable guides and retainers shall be provided. The support head frame shall be supplied with a hood to provide protection against weather for all working components at the pole top. The hood shall allow adequate pole ventilation.
2. LUMINAIRE MOUNTING RING: The inner portion of the ring shall be equipped with approved roller contact, spring-loaded centering arms to center the luminaire ring while ascending or descending the pole, and for protecting the pole and luminaires and preventing jamming during the raising and lowering operations. The rollers for centering arms shall be made of a water resistant non-marking composition material. The mounting ring shall be designed to provide for the symmetrical mounting of the number of luminaires indicated on the Plans. It shall also be provided with a weatherproof junction box and terminal board 1118

920.06
terminating the power cable and connecting the luminaire wiring. It shall further be provided with a weatherproof power receptacle for testing the luminaires when the ring is in the lowered position.
3. NON-LATCHING DEVICE DESIGN: Designs not having a latching device at the top of the pole shall position the luminaire mounting ring tightly against the support head frame. There shall be a positive visible indication that the required force has been applied. The luminaire mounting ring and support head frame shall have provisions for holding the luminaire mounting ring in place and preventing rotation while in the raised position.
4. LATCHING DEVICE DESIGN: Designs having a latching device at the top of the pole shall latch at all three suspension points and support the total weight of the ring including luminaires. All moving parts of the latching device shall be contained in the luminaire mounting ring. There shall be visible indication of the latching position.
5. MISCELLANEOUS HARDWARE: All miscellaneous fittings, fasteners, or hardware provided for the support head frame and luminaire mounting ring shall be non-corrosive type with approved means of locking for nuts.
6. HOISTING SYSTEMS: Each pole shall have three suspension cables and one hoisting cable. Each cable shall be composed of seven (7) strands of nineteen (19) wires each. The cable shall be stainless steel aircraft cable in accordance with MIL-W-83420, Type 1, Composition B. The suspension cables shall be 5 mm minimum in diameter and the hoisting cable shall be 6 mm minimum in diameter. The ends of the suspension cables in the pole shall be anchored to the top of the suspension cable bracket assembly and the other ends shall pass through the pulleys on the support head frame and attach to the luminaire mounting ring. The hoisting cable shall be secured at the bottom center of the suspension cable bracket assembly and the other end shall be attached to the drum of the motor driven winch. Provisions shall be made to prevent future twisting and to provide for elimination of any tension developed during initial installation of the hoisting cable system. The winch shall be a worm-gear reducer having a reduction ratio which is self-locking in both raising and lowering operations. The wormgear shall be totally enclosed in a lubricating reservoir. The winch shall be operated with either an electric drill motor or a NEMA frame motor as described below under Lowering Device Power Supply Unit. A hand crank shall also be provided for raising and lowering. The winch assembly shall include a cable guard/retainer for the winch drum, which will force the cable away from the ends of the drum for spooling and prevent the cable from coming off the drum. The entire hoisting system shall be designed so that power cable, suspension cables, and hoisting cable may be replaced from the ground.
7. LOWERING DEVICE POWER SUPPLY UNIT. The Lowering Device Power Supply Unit shall be either an electric drill motor or a NEMA
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920.07
frame motor. Both shall be equipped with a factory set torque limiter and shall be powered from a weatherproof outlet or receptacle located in the service area of the pole. The use of a stepdown transformer is acceptable to supply the required motor voltage. The transformer is considered to be an integral part of the power supply unit when required. The drill or motor shall be capable of being affixed and locked into place at the pole handhole and means shall be provided to remotely control it from a distance of at least 6 m.
8. HIGH MAST POWER CABLE: The power cable shall be an extra-heavy duty type. The jacket shall be oil and sunlight resistant. It shall consist of the number and size of copper insulated conductors required on the Plans. The power cable shall be securely connected to the luminaire mounting ring and the suspension cable bracket assembly in such a manner that it will not damage the cable and so that it shall support only its own weight.
9. POLE DISCONNECT: Each pole shall be furnished with a molded case circuit breaker in a NEMA enclosure of the size and type specified on the Plans. The breaker shall be accessible through the pole handhole and supplied by the manufacturer of the raising and lowering device.
920.07 GROUNDING: Pole grounding shall be in accordance with the grounding section of this Specification. The power system ground shall be connected to the pole and the high mast power cable shall include a grounding conductor which is connected to the luminaire mounting ring. The pole disconnect shall be grounded to the pole.
920.08 TEST: The Engineer reserves the right to make such test and inspections as deemed necessary to ensure compliance with these Specifications and to reject those items failing such tests.
920.09 ACCEPTANCE:
A. PRESTRESSED CONCRETE LIGHTING STANDARD: Acceptance of prestressed concrete lighting standards will be made on the basis of tests made by representatives of the Department during the manufacturing process. Sufficient notice will be given to the Engineer prior to manufacture so that arrangements can be made for the required inspection.
B. ALUMINUM AND STEEL LIGHTING STANDARDS AND TOWERS: Acceptance of aluminum standards and steel lighting standards and towers will be made on the results of physical and chemical tests made by the Department in addition to a required certification from the manufacturer showing physical and chemical properties of the metal prior to forming.
SECTION 921-LUMINAIRES
921.01 LUMINAIRES: Luminaires shall be complete, including ballast, lamps, fuses, and associated hardware and wiring. They are divided into five
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921.01
categories: Roadway, Rest Area, High Mounting Height, Offset, and Underpass.
A. LOCATION USE (GENERAL):
1. LUMINAIRES:
a. Roadway Luminaires shall be horizontal or vertical burning as indicated on the Plans, and they shall consist of an aluminum housing complete with a 50 mm slipfitter, a removable aluminum reflector, a detachable prismatic glass refractor and aluminum refractor holder, a prewired terminal board and integral ballast, and an adjustable, porcelain enclosed mogul socket with spring loaded center contact and lamp grips. The housing shall include an approved type gasket with a positive latch at the street side of the luminaire.
b. Rest Area Luminaires shall be vertical burning and shall consist of a hinged aluminum canopy, a pressed glass prismatic refractor, unless otherwise specified, a die cast aluminum base/housing with access door and slipfitter for a 75 mm O.D. pile top or tenon, a prewired terminal board and integral ballast, and a porcelain enclosed mogul socket with spring loaded center contact and lamp grips.
c. HIGH MOUNTING HEIGHT LUMINAIRES: The housing shall be rain tight, made of precision cast aluminum with an adjustable slipfitter, for 50 mm mast arm, permitting adjustments of not less than 3 degrees above and below the mast arm axis. The luminaire shall contain prewired terminal board and an integral ballast with quick disconnect plug, an adjustable porcelain enclosed mogul socket with spring loaded center contact and lamp grips. The lamp socket shall be adjustable, to obtain maximum intensity at vertical angles from 55 degrees to 65 degrees. A separate lamp support shall be provided to prevent lamp damage from vibration. The luminaire shall be capable of accepting #6 to #14 inclusive, AWG wire with clamp type terminals. The ballast shall be enclosed in a rain tight cast aluminum housing, fully serviceable without removing the luminaire from its bracket. Refractors and/or lens shall be heat and shock resistant tempered glass.
d. OFFSET LUMINAIRES: The housing shall be rain tight and made of precision cast aluminum with baked-on enamel finish. The housing shall include twin trigger latches and hinged door for easy access to internal components. All hardware shall be non-corrosive.
The unit shall include a porcelain enclosed mogul socket with spring loaded center contact and lamp grips, permanently attached to the reflector to assure proper positioning of the lamp. The socket wiring shall be equipped with a quick-disconnect for easy removal of the reflector/socket assembly.
The luminaire shall include a highly polished anodic surfaced aluminum reflector and a prismatic borosilicate glass refractor.
Seals or gaskets shall be provided at all critical points to form a weather-tight breathing seal.
The unit shall also include a prewired terminal board, integral
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921.01
wired ballast, meeting the ballast requirements of this Specification and the Plans, a slipfitter for 60 mm to 75 mm O.D. pole tenon and external means for leveling and aiming, both horizontally and vertically, for rapid and versatile field installation.
Mter the pole is erected and plumbed, the luminaire shall be adjusted and sized to provide the lighting pattern in accordance with the Plans and the manufacturer's recommendations and instructions.
2. LIGHT DISTRIBUTION:
a. Light Distribution for Roadway, Rest Area, and High Mounting Height Luminaires shall be in accordance with ANSI/lES type as specified on the Plans.
b. Offset Luminaires shall efficiently distribute the light uniformly along the roadway when offset as shown on the Plans and with spacings up to seven (7) mounting heights.
3. LAMPS: Lamps shall be of the wattage, type and size as indicated on the Plans.
4. BALLASTS: Unless otherwise specified, ballasts shall be integral with the luminaire housing or in a separate weatherproof housing attached to the luminaire housing. Ballasts shall be for use on multiple circuits, unless otherwise specified, and for operation at voltages shown on the Plans. The ballast shall provide rated lamp watts to the lamp through a range in primary voltage of +10%. Ballasts shall be of the high power factor type, with a power factor of not less than 0.90 and shall provide sufficient open circuit voltage to start lamps at a temperature as low as -29C. Ballasts for external pole base or cabinet mounting shall be enclosed in an epoxy encapsulated covering.
5. CONTROLS: Unless otherwise indicated on the Plans, control equipment consisting of photoelectric control, receptacle, contactor, and other pertinent equipment will be provided and installed by the local power company.
B. LOCATION USE (SPECIAL):
1. LUMINAIRES:
UNDERPASS: These luminaires are identified as Type A and Type B.
2. HOUSING:
a. TYPE A: Unless otherwise indicated on the Plans, the Type A Housing shall be surface mounted a height of approximately 4.5 m above the edge of the finished pavement on an outside bridge pier as shown on the Plans. The housing shall be die-cast aluminum with an integral ballast, a specular aluminum reflector, a detachable thermal shock-resistant glass refractor, and an adjustable porcelain enclosed mogul socket, with spring loaded center contact and lamp grips, for proper positioning of the lamp. The unit shall contain a door assembly hinged to the housing and protected by safety chains. The housing shall contain an approved type gasket to prevent entrance ofmoisture and dirt.
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921.01
b. TYPE B: Luminaire shall consist of an aluminum housing complete with specular finish one-piece aluminum reflector, and a clear, ribbed one piece acrylic plastic detachable, side-hinged cover. The unit shall be completely gasketed to prevent entrance of moisture, dirt, etc. Luminaire shall be furnished with a heavy duty, galvanized mounting support which provides 180 degrees rotation of the unit around its lateral axis when mounted. It shall include spring-loaded, heavy duty, recessed double contact lamp holders to accept a single F-72/PG 17 fluorescent lamp.
3. LIGHT DISTRIBUTION:
a. TYPE A: Unless otherwise indicated on the Plans, it shall be an enclosed High Intensity Discharge (H.I.DJ luminaire providing a wide beam diffused light distribution pattern, suitable for attaching directly to the bridge pier or underpass wall.
b. TYPE B: It shall be an enclosed fluorescent luminaire providing a wide beam diffused light distribution pattern. The luminaire housing shall be suitable for attaching to the bridge pier or underpass wall.
4. LAMPS:
a. TYPE A: The luminaire shall be furnished with a lamp of the wattage, type, and size as indicated on the Plans.
b. TYPE B: Unless otherwise indicated on the Plans, the luminaire shall be furnished with 165 watt F-72 PG 17/CW fluorescent lamp with recessed double contact base and rated life of not less than 12,000 hours.
5. BALLAST:
a. TYPE A: The ballast shall conform to the provisions of Sub-Section 921.01.A4.
b. TYPE B: For multiple circuit$, ballast shall be of the high powerfactor type suitable for operation at voltages shown in the Plans. Ballasts shall have power factor of not less than 0.90 and shall provide sufficient open-circuit voltage to start lamps down to as low as -29C. Ballast shall be located inside the luminaire housing. It shall service one or two luminaires as indicated on the Plans.
6. CONTROLS: Controls shall conform to the provisions of Sub-Section 921.01.A5.
7. CONDUIT, FITTINGS, AND CABINETS:
a. TYPE A: A pay item for conduit necessary for Type A luminaires will be included in the contract. All thimbles, fittings, elbows, etc., shall be included in the price bid for conduit.
b. TYPE B: Circuit breaker cabinets and circuit breakers shall be installed as indicated on the Plans. Circuit breaker cabinets shall be 300 mm x 250 mm in depth, galvanized weatherproof type. Cabinets, conduit, and complete wiring shall be installed as shown on Plans and as directed by the Engineer.
C. LEVEL INDICATOR: When shown on the Plans as a required item the
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922.01
luminaire shall have a built-in device indicating the direction and amount of tilt over a range of 0 to 5 in any direction.
The level indicator shall have three calibrations which are accurate within 112 degree:
A. Level B. Three degree tilt C. Five degree tilt The indicating device shall be clearly visible without aid in daylight to a distance of 15 m. The indicating device shall in no way alter or reduce the amount of light from the luminaire, and shall be constructed of a transparent container having a lower surface which is curvilinear in any vertical cross-section for supporting a spherical indicator and a dampening fluid. The dampening fluid shall be a clear liquid which shall consist of 70% glycerol and the balance of iron free water. The transparent container shall be fabricated from clear ultra-violet inhibited acrylic. The spherical indicator shall be a color ball which must be chemically inert to the dampening fluid. The color shall be orange or red for high visibility.
SECTION 922-ELECTRICAL WIRE AND CABLE
922.01 ELECTRICAL WIRE AND CABLE: Unless otherwise specified, all conductors shall be copper and shall be of the size and type shown on the Plans and shall confirm to the requirements of the National Electrical Code. Cables shall be new, free from kinks and other defects when installed.
Wire and Cable may be single conductor or multi-conductor with type RHH/RHWIUSE 90/75C; or type RHW, USE, THW, XHHW, OR THWN 75C; or type RHH, XHHW, or THHN 90C; 600 volt insulation as indicated on the Plans.
All wire and cable for direct burial installation underground shall be rot and vermin proof, of the sizes indicated, and shall be ofa type recommended by the cable manufacturer for direct burial in earth.
Conductors shall have the appropriate identification on the outer jacket in accordance with the National Electrical Code. Conductors not meeting this requirement or with illegible identification shall not be used.
SECTION 923-ELECTRICAL CONDUIT
923.01 GENERAL: All conduit shall conform to and be used in accordance with the requirements of the latest edition ofthe National Electrical Code. The type of conduit allowed will be specified on the Plans or Project Proposal. Each section of conduit shall bear evidence of approval by the Underwriter's Laboratories, Inc.
923.02 METALLIC CONDUIT:
A. STEEL CONDUIT: Rigid steel conduit, including elbows and couplings,
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924.03
shall conform to American National Standards Institute Specification C80.1. In addition, rigid steel conduit shall be protected by a uniform metallic zinc coating on both the exterior and interior surfaces. The conduit and coupling must have a minimum coating of 378 g/m2.
The weight of the zinc coating shall be determined in accordance with ASTM A 90, or if the Engineer so elects, the thickness of the zinc coating may be determined by the use of a magnetic or electromagnetic thickness gage.
B. ALUMINUM CONDUIT: Rigid aluminum conduit, including elbows and couplings, shall conform to Federal Specification WW-C-540a.
923.03 NONMETALLIC CONDUIT:
A. POLYVINYL CHLORIDE CONDUIT: PVC Conduit shall conform to the requirements of Underwriter's Laboratories, Inc. specification UL 651. The PVC shall be unplasticized.
1. Type I PVC Conduit shall be used only when encased in concrete. Type I is referred to as Type EB in UL 651.
2. Type II PVC Conduit shall be Schedule 40 unless otherwise specified. Type II Conduit is suitable for direct burial.
B. FIBERGLASS REINFORCED EPOXY (FRE) CONDUIT: Fiberglass reinforced epoxy conduit and fittings shall meet the requirements of the National Electrical Manufacturers Association (NEMA) Standard TC 14, TypeHW.
923.04 FLEXIBLE CONDUIT: Flexible Conduit shall consist of a galvanized steel core and a UV resistant polyvinyl chloride (PVC) cover. It shall meet the requirements ofArticle 351 of the National Electrical Code.
SECTION 924-MISCELLANEOUS ELECTRICAL MATERIALS
924.01 GROUND RODS: Ground rods shall be 16 mm in diameter ( 2 mm) and shall be 2.4 m in length unless otherwise shown on the Plans. Ground rods shall be galvanized steel. Galvanizing shall have a minimum coating of 610 g/m2 in accordance with the requirements ofASTM A 153.
924.02 FUSES AND FUSE HOLDERS: Fuses shall be of the amperage indicated on the Plans and have a voltage rating satisfactory for the operating voltage specified on the Plans.
Fuse holders shall be of the in-the-line type and waterproof. The fuse holder shall be constructed and installed in such a manner as to retain the fuse on the load side if disconnected or broken apart. When specified on the Plans, the fuse holder shall contain a breakaway feature.
A weatherproof boot, furnished by the fuse holder manufacturer, shall be installed over each end of the fuse holder.
924.03 LIGHTNING ARRESTERS: Unless otherwise specified, lightning arresters shall be of the metal oxide varistor type, rated 650 volts and the number of poles as required. A pole shall be provided for each ungrounded leg
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924.04
of the service voltage. The arrester shall be housed in a watertight housing and the lead entrance into the housing shall be encapsulated or sealed. An approved sealing method, for units which are not factory sealed, is to apply silicone caulk to the lead entrance and then install heat shrinkable tubing, with precoated sealant on the interior surface, over the lead entrance.
924.04 CIRCUIT BREAKERS: Circuit breakers shall be thermal magnetic, molded case, quick-make and quick-break type. Breakers shall be over-thecenter, toggle operating type with the handle going to a position between "ON" and "OFF" to indicate automatic tripping. All multi-pole breakers shall be single handle and common trip type. No multi-pole breaker shall have a voltage rating ofless than 240 volts from line to ground.
Breakers shall also be bolt-on type with industrial rating and a minimum interrupting capacity of 10,000 RMS symmetrical amperes.
Circuit breakers shall be enclosed in a lockable, weatherproof, enclosure. Circuit breakers shall have proper lugs, sized for the cable to be used. No cable strands shall be cut for attachment to circuit breakers.
924.05 DISCONNECT SWITCHES: Disconnect switches shall have the voltage and ampere rating and be fused as designated on the Plans. Unless otherwise specified, the switch shall be 2-pole, 3-wire, Solid Neutral with Heavy Duty rating. The switch may be installed separately or in combination with a magnetic contactor and shall be enclosed in a lockable, weatherproof, enclosure.
Disconnect switches shall have proper lug, sized for the cable to be used. No cable strands shall be cut for attachment to disconnect switches.
924.06 PHOTOELECTRIC CONTROLS: Photoelectric controls shall have a factory setting for turn-on at 16 ambient light level. There shall be a suitable differential between turn-on and turn-off levels to prevent cycling at critical levels. The control shall operate on a supply voltage of 105-130 volts, 50/60 Hertz, AC with an inrush rating of 120 amperes at 120 volts and a lamp load rating of 1000 watts for incandescent and 1800 volt-amperes for mercury vapor and fluorescent. The control shall contain built-in surge and lightning protection. Rated life at full load shall be a minimum of 5000 on-off operations. Relay contacts shall be single-pole, single-throw (SPST), normally closed (NC). Dielectric strength shall be 5000 volts minimum between any current carrying part and metal mounting surface. The control shall satisfactorily withstand an ambient temperature range of -54C to 70C and shall be moistureproof. The housing shall be approximately 57 mm high with a base diameter of not more than 83 mm. The chassis shall be molded phenolic with three (3) locking type blades and neoprene gasket conforming to EEIINEMA publications. An approved receptacle shall be provided for mounting the photoelectric control.
924.07 MAGNETIC CONTACTORS: Magnetic contactors shall have the voltage and ampere rating as specified on the Plans. The contactor shall have the number of poles required to open each ungrounded conductor. Unless otherwise specified, the coil voltage shall be 120 volts, 60 Hertz, AC. The contactor shall be enclosed in a lockable, weatherproof enclos].lre unless otherwise specified.
Magnetic contactors shall have proper lugs, sized for the cable to be used. No cable strands shall be cut for attachment to contactors.
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SECTION 925 TRAFFIC SIGNAL EQUIPMENT
925.01 GENERAL: This section provides specifications for traffic signal equipment. Traffic signal equipment and materials in this section shall meet Georgia Department of Transportation Standard Specifications, Supplemental Specifications, Special Provisions, project plans, special plan details, and Standard Construction Details. All equipment furnished shall be new and shall conform to the applicable requirements of the Underwriter's Laboratory Incorporated (UL), the Electronic Industries Association (EIA), the National Electric Code (NEC), the American Society of Testing and Materials (ASTM), the American National Standards Institute (ANSI), International Municipal Signal Association (lMSA), the National Electrical Manufacturers Association (NEMA), and the applicable Standards, Specifications, and regulations of the Georgia Department of Transportation.
TSEF is an abbreviation for the Department's Traffic Signal and Electrical Facility, 525 Plasters Avenue, Atlanta, GA 30334.
925.02 NEMA SIGNAL CONTROLLER: NEMA signal controllers shall be microprocessor based, solid state, digitally timed, actuated traffic controllers and shall conform to the current NEMA TS-1 specifications. All NEMA signal controllers must be capable of satisfactory distributive, closed-loop system operation as detailed in Sub-Section 925.06. All units shall time all appropriate intervals for at least eight vehicle phases in two rings, four pedestrian phases and four overlaps. Additionally, the units shall provide an internal clock and calendar, time based coordination, preemption, time-ofday (TOD) plans, time-of-year (TOY) plans and coordinated operation. The unit shall have a menu driven, front panel LCD and keypad to read and modifY any controller timing parameter.
A. OPERATING REQUIREMENTS: The controller unit shall operate from a nominal 120 V AC, 60 Hz power source and conform to NEMA standards for timing accuracy. The timing tolerances shall be maintained without the use of heater or refrigeration units. All modules, cards or boards which contain volatile memory shall be protected from accidental loss due to power failure by a backup method such as a battery or EEPROM. The controller shall automatically resume normal operation following a power interruption without manual initiation or switching. The controller shall be adequately fused or contain equivalent circuit breakers to provide surge (or overpower) protection. Each controller shall have a front panel connector to interface with the closed loop software via a computer.
B. CONTROLLER FUNCTIONS: Controllers shall have unit, ring and phase inputs in accordance with NEMA standards. The controller shall provide the proper intervals and interval sequence and shall be capable of skipping a phase when neither vehicle or pedestrian actuation establishes a need for the next traffic phase. The controller shall be capable of receiving inputs from auxiliary components which will cause the controller to stop timing. Upon removal of the input, the interval
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925.02
which was timing shall resume normal timing. During stop timing, actuation on non-green phases shall be accumulated and actuation for phase in green interval shall cause the passage timer to be reset. The yellow interval in all cases shall not be less than 3 seconds.
C. PREEMPTION: Preemption sequencing and timing shall be accomplished by the controller, with the signal cabinet to be equipped with any connector, cables and interface panel required to modify or otherwise change the vehicular phase sequence to provide the proper preemption operation. A minimum of four (4) possible preemption routines shall be provided.
1. PRIORITY: Preemption routines shall be established in a priority order with routine number 1 receiving the highest priority. The order of priority may be selectable, by keyboard entry, at the option of the manufacturer. The controller shall provide an orderly transition from lower priority to higher priority preemption routines and an orderly transition from higher priority to lower priority routines, when the higher priority demand has been satisfied and a lower priority demand still exists. Preemption shall be initiated by a ground true logic input and shall normally have priority over any remote flash input or timebased controlled flash input. This override priority shall be selectable (yes or no) thru controller programming. Controllers utilizing start up flash or minimum flash periods prior to initialization shall continue the flashing operation if any preempt input is active or becomes active during this flash period. The flashing operation shall be continuous for the duration of any preempt input.
2. OPERATION: The preemption routines shall provide for the capability of dwelling in a selected pattern following the appropriate clearance intervals or, by keyboard selection, shall allow for the normal cycling of selected pedestrian and vehicle phases. Phases or overlaps not selected for cycling shall maintain their output states as defined in the dwell state for the routine in effect. The capability to test each preemption routine's programming and operation shall be available by keyboard entry. Each preemption routine shall have the ability to delay the recognition of the preemption input. This feature shall determine the time, in seconds, that the preemption input must be present before it is recognized by the controller unit. It shall be possible to delay recognition of the preemption input, as a minimum, from 0 to 4 seconds in increments of 1 second or less. The preemption routines shall operate all signal indications as specified by NEMA and the MUTCD and shall provide for the activation and deactivation of a minimum of four (4) independently selectable outputs. Any controller in system operation shall immediately begin the reestablishment of system synchronization
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925.03
upon completion of any preemption routines. Documentation of the preemption operation, programming and wiring of any interface panels, relays and other components utilized to provide the preemption routines shall be provided.
D: DOCUMENTATION: Each controller shall be provided with manuals documenting the programming, operation and maintenance of the unit. The documentation shall also include schematic drawings and pin assignment charts for maintenance purposes.
E. CERTIFICATION: Each brand and model of NEMA local controllers and master controllers must be certified by the State Traffic Operations Engineer. A list of qualified NEMA controllers will be published quarterly by TSEF.
F. GUARANTEE: When a new model of controller is submitted to the Department or upon request from the State Traffic Operations Engineer, the manufacturer shall submit a certificate to the State Traffic Operations Engineer from an approved independent laboratory stating that the equipment has been tested and meets the requirements of the current NEMA standards. Materials submittal shall include all manufacturers warranties and guarantees with respect to materials, parts, workmanship, and performance of the products.
925.03 NEMA CONTROLLER CABINET ASSEMBLY: This item, subsequently referred to as the cabinet, shall consist of a complete assembly to house the signal controller, conflict monitor, load switches, wiring, etc. and to provide control of traffic signals.
A. PHYSICAL REQUIREMENTS:
1. CABINET SHELL:
a. MATERIALS: The cabinet shall be constructed of fabricated sheet aluminum with a minimum thickness of 3.175 mm. The cabinet shall exhibit a "bare" aluminum finish and be clean cut in design and appearance.
b. SIZE: The cabinet shall be of sufficient size to house the controller and any other auxiliary equipment required by the plans and specifications, with at least 0.34 m2 of usable shelf space. Shelf space shall be full width and shall be so located that it in no way interferes with access to the back panel or other components in the cabinet. The shelves shall provide sufficient space for all necessary auxiliary equipment without crowding, stacking or laying components sideways. Adequate space shall be provided in the cabinet to access or remove individual components without removing the controller, harnesses or any other component from the cabinet. The minimum cabinet dimensions are:
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II

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MINIMUM CABINET DIMENSIONS (nun)

I EIGHT PHASE CABINET I FOUR PHASE CABINET

01 02 HI H2 W 711 660 1550 1524 1016 482 432 1244 1220 762

The cabinet bolt patterns shall conform to the spacings detailed in Sub-Section 925.40.
c. DOOR: All hinge pins shall be constructed of stainless steel. The main door of the cabinet shall include, as a minimum, 85% of the full area of the front of the cabinet. The door shall be neoprene gasketed and provided with a strong tumbler lock keyed for Corbin #2 and 2 keys. The door shall be capable of being secured in the open position by dual non-removable door stops. Door stops shall be located at the bottom and top of the door and shall have at least two (2) variable stop positions between 90 and 120 degrees. Louvers to provide for ventilation of the cabinet shall be located on the door. A standard removable furnace filter with minimum dimensions of 305 mm x 406 mm x 25 mm shall be provided on the inside of the door to cover the ventilation louvers. This filter shall be affixed to the door in such a way as to be easily removed and replaced without the use of tools.
d. POLICE PANEL: A second hinged door, mounted on the front of the main door, shall give access to switches on a police panel. This door shall be provided with a conventional police lock and key. This panel shall include the following switches:
1. SIGNAL ON/OFF: When placed in the off position, AC power to the load switches shall be removed causing the field indications to become dark. The controller shall remain active and shall continue to cycle. When this switch is returned to the on position, a restart command shall be issued to the controller causing the controller to initiate its predetermined start up sequence.

1130

925.03
2. FLASH/NORMAL SWITCH: When placed in the flash position, this switch shall cause the signal to flash in its predetermined sequence and stop time to be applied to the controller. When this switch is returned to the normal position, a restart command shall be issued to the controller causing the controller to initiate its predetermined start up sequence.
e. MOUNTING: Galvanized anchor bolts, nuts, and washers shall be supplied for anchoring base mount cabinets to the foundation. Pole mounted cabinets shall have external mounting fixtures for banding the cabinet to steel or concrete poles. This fixture shall be removable and the bolt holes utilized for attachment to wood poles.
2. CABINET WIRING: The cabinet shall be wired for load switches and a conflict monitor. Wiring harnesses shall be included as part of the cabinet assembly and each harness shall have a separate conductor for every available pin position on all connectors. Harnesses furnished under this specification shall accommodate twelve channel monitors. Lightning and surge protection shall be included with and wired into the cabinet as specified in Section 925.03.B. All cabinet wiring shall be neatly arranged, firmly laced or bundled, and mechanically secured without the use of adhesive fasteners. The cabinet shall provide the following:
a. CIRCUIT BREAKERS: Circuits and breakers shall be provided as follows:
1. 50 amp breaker for the incoming AC supply. 2. 20 amp breaker for the auxiliary equipment circuit. 3. 10 amp breaker for the system equipment. 4. 10 amp breaker for the system master in master cabinets.
b. TERMINALS AND SOCKET BASES: All terminals and socket bases shall be suitably identified. Terminals and socket bases shall be provided for a maximum complement of signal load switches, outgoing signal field circuits and signal flashers. When preemption is included in the cabinet, a sufficient number of terminals shall be available to supply AC service to a minimum of four blank out signs. Means shall be provided to change overlaps to peds and peds to overlaps without modification to the back side of the cabinet back panel. An unfused terminal for the neutral side of the incoming power supply line shall be provided. Terminals are also required for all auxiliary equipment and special circuits which may be required to provide the operation shown on the associated signal installation plans.
c. LOAD BAY ASSIGNMENTS: Programming of unused reds for monitor operation shall be by a removable pin 1 to 3 jumper placed in each load switch socket from the front or by other means approved by TSEF. Jumpers shall be one piece insulated units which can be installed without the installer coming into contact with power.
1131

925.03
Cabinets shall be wired to provide the following load switch to function relationship, unless otherwise specified:
For 4 phase cabinet frames, load switch bases shall be configured for 4 vehicle phases, 2 pedestrian phases and 2 overlaps as follows:

LOAD PHASE SWITCH FUNCTION

1

1

2

2

3

3

4

4

2

5

4

6

OLC 7

OLD 8

MAIN STREET LEFT MAIN STREET THROUGH SIDE STREET LEFT SIDE STREET THROUGH PHASE 2 CONCURRENT PED PHASE 4 CONCURRENT PED OVERLAPC OVERLAPD

For 8 phase cabinet frames, load switch bases shall be configured for 8 vehicular phases, 4 pedestrian phases/overlaps as follows:

LOAD PHASE SWITCH FUNCTION

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

2

9

4

10

6

11

8

12

MAIN STREET LEFT MAIN STREET THROUGH SIDE STREET LEFT SIDE STREET THROUGH MAIN STREET LEFT MAIN STREET THROUGH SIDE STREET LEFT SIDE STREET THROUGH PHASE 2 CONCURRENT PED PHASE 4 CONCURRENT PED PHASE 6 CONCURRENT PED PHASE 8 CONCURRENT PED

d. NEUTRAL BUS: A neutral bus with a minimum of 4 blank spaces
for additional future wiring shall be provided. The common bus shall be jumpered to the neutral bus using a No.6 AWG copper wire, minimum.

e. DETECTOR TERMINALS: A minimum of two detector terminals per phase shall be provided. Each detector terminal shall consist of 3 positions for spade connection, one of which shall be chassis ground. A side panel for detector terminals shall provide adequate space for attachment of spade connectors from field loop leads such that connection of one set of field leads does not restrict access to other terminals. This panel shall also provide sufficient room for labeling or otherwise designating terminal connections by loop number or phase.

1132

925.03
f. TEST SWITCHES: The following test switches shall be provided at a minimum:
One vehicle detect per phase. One pedestrian detect per phase. One preemption test switch.
The vehicle and pedestrian detect switches shall be mounted on the inside of the cabinet door. The preempt test switch shall be mounted on the preempt panel.
g. HARNESSES: Harnesses provided for auxiliary equipment shall be a minimum of 2 m in length to allow for easy installation, inspection, maintenance, and replacement.
h. FLASHER: A jack mounted, solid state flasher rated at not less than 20 A shall be supplied with the cabinet. The flasher shall flash at a rate of 50 to 60 flashes per minute. A remote flasher switch and uniform code flash provisions shall be provided. It shall be possible to change the flash sequence without performing any modifications on the back side of the cabinet back panel. All cabinets furnished shall include sufficient flash change relays for all possible flash sequences.
B. SURGE PROTECTION: Surge protection for traffic control equipment shall be supplied with all controller cabinets at no additional cost. All surge protection wiring shall be kept as short and straight as practical with no sharp bends. Logic ground shall be separate from power ground. This surge protection shall meet the following items, as a minimum.
1. AC SERVICE INPUT: Each controller cabinet shall be furnished with a surge protector on the AC service input which meets or exceeds the following requirements:
Maximum AC line voltage: 140 VAC.
Twenty pulses of peak current, each of which will rise in 8 p.s and fall in 20 p.s to one-halfthe peak: 20,000 A.
The protector shall be provided with the following terminals:
Main line (AC line first stage terminal). Main neutral (AC neutral input terminals). Equipment line out (AC line second stage output terminal, 10 amps.). Equipment neutral out (neutral terminal to protected equipment). Gnd (earth connection).
The main AC line in and the equipment line out terminals shall be separated by a 200 mH (minimum) inductor rated to handle 10 A AC service.
The first stage clamp shall be between main line and ground terminals.
1133

925.03
The second stage clamp shall be between equipment line out and equipment neutral.
The protector for the first and second stage clamp must have a MOV or similar solid state device rated at 20 kA and be of a completely solid state design. No gas discharge tubes are allowed.
The main neutral and equipment neutral out shall be connected together internally and shall have an MOV similar solid state device or gas discharge tubes rated at 20 kA between main neutral and ground terminals.
Peak clamp voltage: 250 V at 20 kA. (Voltage measured between equipment line out and equipment neutral out terminals. Current applied between main line and ground terminals with ground and main neutral terminals externally tied together.
Voltage shall never exceed 250 V during surge.
The protector shall be epoxy encapsulated in a flame retardant material.
Continuous service current: 10 A at 120 VAC RMS.
The equipment line out shall provide power to the 24 V power supply.
2. AC INTERCONNECT: Each AC interconnect line, as it enters the cabinet, shall be furnished with a surge protection device that meets or exceeds the following requirements:
The unit shall be capable of withstanding 10,000 A 8 x 20 p.s standard waveform surges (minimum of 25).
The unit response time shall be less than 400 ns at 10 kV/p.s rise.
The unit discharge voltage shall be under 200 V at 1000 V.
The unit shall operate on a line voltage of 120 V AC RMS single phase.
The unit must be epoxy encapsulated in flame retardant material.
The unit shall have a mounting plate for easy removal and replacement and shall be mounted in the controller cabinet in a neat manner.
3. LOOP DETECTOR: Each loop detector shall be furnished with an external surge protector which meets or exceeds the following requirements:
The unit shall be a three terminal device, two of which shall be connected across the signal inputs of the detector. The third terminal shall be connected to chassis ground to protect against common mode damage.
The unit shall instantly clamp differential mode surges (induced voltage across the loop detector input terminals) via a semiconductor array. The array shall be designed to appear as a very low capacitance to the detector.
1134

925.03

The unit shall clamp common mode surges (induced voltage between the loop leads and ground) via solid state clamping devices.

The unit shall have the following minimum requirements:

Peak surge current: Differential mode: Common mode: Estimated occurrences: Response time: Input capacitance: Temperature: Mounting:
Clamp voltage: @400 A diff. mode: @1000 A comm.mode:

6 times 400 A (8 x 20 J.ls) 1000 A (8 x 20 J.ls) 500 @200 A 40 ns 35 pftypical -40C to +85C Must fit either 11 mm or 14 mm terminal strip spacing
30 V max. 40 V max.

4. LOAD SWITCH: Signal load switches shall be provided with surge protection. Metal oxide varistors (MOV) shall be wired from the AC positive field terminal to chassis ground to protect the loadswitches from surges occurring on the AC output lines. These MOV's must meet or exceed the following requirements:

The device shall have a steady state sinusoidal voltage (RMS) rating at 50-60 Hz of at least 150 V at 25C.

The device shall have a steady state applied DC voltage rating of at least 200 V at 25C.

The transient energy rating shall be at least 80 J for a single impulse of 10/1000 J.ls current waveform at 25C.

The peak current rating shall be 6500 A for a single impulse of 8/20 J.lS waveform with the rated continuous voltage applied.

The device shall have a minimum varistor voltage of 212 V at 1.0 mA of DC current applied for a duration of 20 J.ls to 5 s.

The device shall have a minimum clamping voltage of 395 V with an applied 8/20 J.lS impulse of 100 A.

The typical capacitance at a frequency of 0.1 to 1.0 MHz shall be 1600 pF.

The unit shall be a two terminal device; one terminal shall be connected to the AC output of the signal load switch on the output file terminals (backside of the field terminals) and the other terminal shall be connected to AC neutral.

5. COMMUNICATIONS INPUTS: Each low voltage communications input shall be protected as it enters the cabinet with a solid state surge protection unit that meets or exceeds the following:

The unit shall be a dual pair (four wire) module with a printed circuit board connector, double sided and gold plated for reliability.

1135

925.03

The unit shall mate with and be installed in a ten (10) circuit Buchanan connector PNPCBIB or equivalent and the data circuits shall pass through the protection in a serial fashion.

The unit shall meet the following minimum requirements:

Peak surge current: Occurrences at 2000 amps: Response time: Voltage clamp: Series resistance: Temperature: Primary protector:
Secondary protector:

10 kA (8 x 20 ms waveshape) 50 typical
<5 ns 30
24 n total
-40C to +85C Three element gas tube, 10 kA, 8 x 20 ms per side Solid state clamps, 1.5 kW minimum

The communication field wires for this local site shall terminate on the line side of the unit.

The ground terminals shall be connected to chassis ground.

6. LOW VOLTAGE DC INPUTS: Each low voltage DC input channel shall be protected by an external surge protection device as it enters the cabinet that meets or exceeds the following:

The unit shall be a five terminal device, two terminals shall be connected to the line side of the low voltage pair, two terminals shall be connected to the protected side of the low voltage input area and the fifth terminal shall be connected to chassis ground.

The unit shall meet the following minimum requirements:

Peak surge current: Occurrences at peak current: Response time: Shock:
Voltage clamp: Series resistance: Temperature:

2000 A (8 x 20 J.lS waveshape) 100 typical 5 to 30 ns Withstands 3 m drop onto concrete 30
24 n total
-20C to +85C

C. AUXILIARY EQUIPMENT: The auxiliary equipment circuit shall consist of the following:

1. 20 A circuit breaker 2. Adjustable thermostatically controlled fan or fans mounted in the top
of the cabinet to operate when internal cabinet temperature rises to 32C. Exhaust ventilation shall be provided in the front upper overhang of the cabinet and shall be screened to prevent insect infestation. 3. A 20 W fluorescent light with a non-breakable plastic cover mounted in the top of the cabinet in such a manner that the equipment shelves are illuminated to the maximum extent possible. 4. AC ground fault interrupt outlet.

1136

925.04
D. FLASH: External means to the controller, such as a switch, shall be provided to permit flashing indications instead of the normal stop and go sequence. It shall be possible to change the flash sequence without performing any modifications on the back side of the cabinet back panel. All cabinets furnished shall include sufficient flash change relays for all possible flash sequences. Flashing rate shall be not less than 50 nor more than 60 flashes per minute with approximately 50% on and 50% off periods. The flasher is to be solid state with no contacts or moving parts, and shall utilize zero-cross switching.
E. DOCUMENTATION: Each cabinet shall be supplied with the following documentation.
1. One operation manual. 2. One maintenance manual with schematics. 3. Three legible wiring prints for the cabinet and each auxiliary panel. 4. One operation and maintenance manual for each auxiliary item.
System master (non closed-loop) cabinets shall additionally be equipped with the following:
1. System cycle indicators (min. 3) 2. System split indicators (min. 3) 3. System offset indicators (min. 3) 4. System free 5. System flash 6. Manual override switch for each system pattern (Offset, Free, Flash, min. of 5).
F. CERTIFICATION: Each brand and model of NEMA local cabinet assembly and master cabinet assembly must be certified by the State Traffic Operations Engineer. A list of qualified NEMA cabinets will be published quarterly by TSEF.
925.04 TYPE 170E CONTROLLER UNIT: The controller unit for all 170 controller cabinet assemblies shall be 170E controller units and shall meet the requirements of the Traffic Signal Control Equipment Specifications, as published by the State of California Business, Transportation & Housing Agency; Department of Transportation, Current Edition, and all current addenda and be on the CALTRANS Qualified Products List (QPL) or previously approved by TSEF. The following Specifications shall augment the CALTRANS Specifications and, in case of conflict, these Specifications shall take precedence over the CALTRANS Specifications.
A. GENERAL REQUIREMENTS:
1. CIRCUIT BOARDS: All circuit boards shall be vertically mounted. Ribbon cables, if used, shall terminate with properly rated and easily repairable connectors on each end. Ribbon cables shall not terminate onto plug-in modules.
2. POWER SUPPLY: The power supply shall be designed so that all required filtering and regulation is achieved within the power supply module. The power supply shall be linear, shall produce all DC power
1137

925.04
necessary to operate the controller unit and shall be modular and easily removable from the chassis.
3. DOWN-TIME ACCUMULATOR (DTA): A stored-capacitance type device shall be provided, of sufficient capacity, to operate the DownTime Accumulator (DTA) for a minimum of 8 hours with the controller unit powered down. This device shall be used to power DTA circuit only.
4. INPUT/OUTPUT (110): The unit shall provide separate input and output modules. Two separate buses off of the CPU board shall be provided: one for I/O and one for the memory system. All lines to the memory bus shall be tri-state logic and shall be in the high impedance state when not in use, to allow the program module to be inserted and removed with the 170 controller power on.
5. ASYNCHRONOUS COMMUNICATION INTERFACE ADAPTER (ACIA): Four ACIA's code compatible with the Motorola MC 6850, shall be provided. C2, C20, and C30 shall be installed in the back of the controller. C40 shall be installed on the front panel of the controller and terminated in a DB9F connector. All ACIA's shall be capable of receiving and transmitting up to 8 bits of parallel data from the MPU for serial data communications. The ACIA's shall have 4 registers which are addressable by the MPU. The MPU shall be capable of reading the Status Register (SR) and the Receive Data Register (RDR), and writing to the Transmit Data Register (TDR) and the Control Register (CR). Means shall be provided to swap select lines for ACIA's C20 and C30.
6. CPU CLOCK TIMING: The CPU clock circuitry shall be provided to generate the MPU clock timing. The clock circuitry and the MPU shall provide two selectable MPU machine cycle times of 0.651 and 1.302 MHz (+ 0.0015). The machine cycle time selection shall be by post jumper (three post type), with jumper in for 1.302 MHz. The CPU clock circuitry shall be located no further than 50 mm from the MPU clock pin inputs.
7. OPTIONAL MENU-DRIVEN FRONT PANEL: The 170E controller may be equipped with a menu-driven LCD display, utilizing a 40x40 LED backlit display. This front panel shall permit conventional programming, or toggling into a 4-line, 40 character menu programming format. This menu-driven panel shall be directly interchangeable with a standard front panel as specified above. This interface of the LCD display shall be via the C30 port with a connector cable provided.
8. FIBER OPTIC ACCESS: The controller housing shall be designed to permit routing of fiber optic jumpers to an internal fiber optic modem. This access point shall be properly protected and be designed to minimize bending or pinching of the fiber optic cable. The access point shall be protected by a rubber or plastic grommet to prevent damage to the insulation on the cable. The routing of the
1138

925.04
fiber optic jumpers into the controller shall in no way restrict the opening of the controller front panel.
B. PROGRAM MODULES:
1. MODEL 412-C: Each Model 170E controller unit shall be furnished with one (1) system memory module or program module, Model 412-C as described in the Caltrans Specifications. The 412-C program module shall contain at least 32k bytes of EPROM in U1, 8k bytes of RAM in U2, 4k bytes of EEPROM in U3, and 8k bytes of RAM in U4. The memory map for the four sockets of the program module shall be assigned by a CMOS EPROM. The associated jumpers shall be set in a way to allow the use of the memory configuration specified above.
2. MODEL 412-B, 412-W: The bidder shall offer also the system memory module or program module Model 412-B, 412-W or equal, that complies with Caltrans memory module specifications. The Department may decide the purchase of some of these modules to operate on-street masters or to implement any other special applications. As a minimum, each prom module shall contain 32k bytes of EPROM, 8k bytes of RAM, and 6k bytes of EEPROM.
3. DIAGNOSTIC TEST PROGRAM: A diagnostic test program, resident in EPROM on each program module, shall be supplied. The diagnostic test program shall test the operation of the Model 170 controller unit, including but not limited to: internal memory, the program module, the real time clock, input-output circuitry, the modem, the display and the keyboard. The program shall be capable of operating with an external CRT (provided by others), and with controller keypad entries and displays. Optionally, the supplier shall quote PC software required to allow the program to operate with IBM compatible personal computer. The diagnostic test program shall also verify the operation of the cabinets furnished under this specification. The program shall test cabinet wiring related to the output file, input file, and police panel and flash switches. In addition, the program shall check the operation of the conflict monitor, by generating all possible conflicts, in sequence, and resetting the monitor automatically (a shorting plug jack in the cabinet is specified elsewhere in this document). The cabinet test portion of this test may be provided on a separate set of EPROMS, provided in addition to the controller unit test portion installed in the program module. Full documentation on the program shall be included.
C. MODEMS: All modems shall fit inside the Type 170E controller and derive power from the controller unit.
1. MODEL 400: Each Model 170E controller unit shall be furnished with one (1) modem, Model 400. Model 400 modems shall conform to the current CALTRANS specifications.
1139

925.05
2. DIAL-UP MODEMS: Modems for communications between a central host computer and either a local controller or field master controller over dial-up, voice grade telephone lines shall be Hayes compatible. The modem shall communicate at 2400 baud min. Dial-up modems must be approved by TSEF.
3. DUAL FUNCTION MODEM: These units shall perform all the functions of the Model 400 modem and the dial-up modem from a single board. Dual function modems must be approved by TSEF.
D: DOCUMENTATION: Each controller shall be provided with manuals documenting the programming, operation and maintenance of the unit. The documentation shall also include schematic drawings and pin assignment charts for maintenance purposes.
925.05 TYPE 170 CABINET ASSEMBLIES: This item, subsequently referred to as the cabinet, shall consist of a complete assembly to house the signal controller, conflict monitor, load switches, wiring, etc. and to provide control of traffic signals.
The cabinet assembly, as a minimum, shall meet the requirements of the Traffic Signal Control Equipment Specifications, as published by the State of California Business, Transportation & Housing Agency; Department of Transportation, Current Edition, and all current addenda. The following Specifications shall augment the CALTRANS Specifications and, in case of conflict, these Specifications shall take precedence over the CALTRANS Specifications.
All cabinets supplied to the Department must be on the CALTRANS QPL or be previously approved by TSEF.
A. GENERAL REQUIREMENTS:
1. FINISH: All cabinets shall exhibit a "bare" aluminum finish.
2. LOCKS: All main cabinet door locks shall accept No.2 Corbin keys. Two (2) sets of keys shall be provided with each cabinet.
3. POWER: All cabinet assemblies shall be equipped with a power distribution assembly to generate AC and DC power for all electronic components except the DC power for the controller unites). All cabinets shall be equipped with a DC isolator for stop timelflash sense, normally located in slot 14 of the input file.
4. MOUNTING: Model 336 and 337 cabinets will be specified as either pole or base mount.
a. Base Mount: Model 336 and 337 cabinets, when specified as base mount, shall be provided with a base mounting adaptor.
b. Pole Mount: Cabinets, when specified as pole mount, shall be provided with pole mounting capability and bolt patterns which allow maximum flexibility of mounting options on steel, concrete and timber poles.
The mounting holes shall be properly reinforced with metal plates of adequate size and strength welded longitudinally across the inside depth of the cabinet. The exterior mounting bracket shall not
1140

925.05 be installed on the cabinet when shipped, but included as a separate item. All mounting holes shall be protected with carriage bolts tightened with nuts from the cabinet inside wall. The exterior mounting bracket shall be manufactured of aluminum or galvanized steel and shall conform to the following detail:
NOTE: ENLARGED BEVELED SECTION TO SHOW DIMENSIONS
ALL DIMENSIONS IN MILLIMETERS
5. MONITORING OF UNUSED PHASES: Odd-Phase reds shall be provided with ballast resistor dummy loads. The cabinet shall not be wired to monitor pedestrian yellow indications. The wiring from the signal monitor for pedestrian yellow monitoring shall be neatly laced and bundled on the back panel.
6. CABINET LIGHT: Each cabinet shall include one (1) fluorescent lighting fixture mounted inside the top front portion of the cabinet. The fixture shall include a cool white lamp, covered, and shall be operated by a normal power factor UL listed ballast. A door actuated switch shall be installed to turn on the cabinet light when either door is opened.
7. DIAGNOSTIC TESTING SHORTING JACK: A phone jack, which shall mate with a Switchcraft Model 190 plug, shall be located in the cabinet for automatic cabinet diagnostic testing. The jack shall be easily accessible with all internal components installed. When the plug is inserted, a reset signal, generated by the controller unit at pin C1-102 ofthe 210 monitor, will be routed to the external reset input. 1141

925.05
8. RED MONITORING: A connector and terminal assembly designated as P20 (Magnum PIN 722120 or equivalent) for monitoring the absence of red shall be an integral part of the output file. The connector shall terminate and be compatible with the cable and C connector of a Type 170 conflict monitor unit capable of monitoring the absence of red. The pin assignments of the P20 connector and terminal assembly shall be provided with the cabinet plans. The P20 connector shall be physically alike to the cable and connector of a Type 170 conflict monitor unit to prevent the absence of red cable connector from being inserted into the P20 connector 180 degrees out of alignment. Details for programming of the unused red channels shall be subject to approval.
9. Cabinet interlock A & B shall be a closed circuit, if the conflict monitor is removed from the cabinet, the signal shall flash.
10. INTELLIGENT LOAD SWITCHES: All cabinets shall have output files wired to be compatible with Intelligent Load Switches. For that purpose, Pin 4 of all load switch sockets shall be wired to DC ground; Pin 11 shall be wired to AC ground; and Pin 12 on all load switches shall be wired together and then brought to C1 Pin 75 for Fault Output to the 170 Controller.
B. SURGE PROTECTION: Each cabinet shall be provided with devices to protect the control equipment from surges and overvoltages; specifically equipment connected through the input file and communication lines. AC and DC field terminals and surge protection will require separate termination panels to be attached to the cabinet rack assembly. The surge protector panels shall be designed to allow for adequate space for a wire connection and surge protector replacement. Surge protectors shall be provided for the full capacity of the cabinet input file. The surge protectors for AC inputs, DC inputs, loop detector inputs and communication lines shall meet the following specifications.
1. AC SERVICE INPUT: Each controller cabinet shall include a 'surge protection unit on the AC service input that meets or exceeds the following requirements: Each controller cabinet shall be provided with a hybrid type power line surge protection device which may be incorporated into the power distribution assembly. The protector shall be installed between the applied line voltage and earth ground. The surge protector shall be capable of reducing the effect of lightning transient voltages applied to the AC line. The protector shall in.clude the following features and functions:
Maximum AC line voltage: 140 V AC
Twenty pulses of peak current, each of which will rise in 8 }IS and fall in 20}Is to one-half the peak: 20,000 A.
1142

925.05
The protector shall be provided with the following terminals:
Main line (AC line first stage terminal). Main neutral (AC neutral input terminals). Equipment line out (AC line second stage output terminal, 10 amps.). Equipment neutral out (neutral terminal to protected equipment). Gnd (Earth connection).
The main AC line in and the equipment line out terminals shall be separated by a 200 mH (minimum) inductor rated to handle 10 A AC service.
The first stage clamp shall be between main line and ground terminals.
The second stage clamp shall be between equipment line out and equipment neutral.
The protector for the first and second stage clamp must have a MOV or similar solid state device rated at 20 kA and be of a completely solid stage design (i.e. no gas discharge tubes allowed).
The main neutral and equipment neutral out shall be connected together internally and shall have an MOV similar solid state device or gas discharge tubes rated at 20 kA between main neutral and ground terminals.
Peak clamp voltage: 350 V at 20 kA. (Voltage measured between equipment line out and equipment neutral out terminals. Current applied between main line and ground terminals with ground and main neutral terminals externally tied together).
Voltage shall never exceed 350 V.
The protector shall be epoxy encapsulated in a flame retardant material.
Continuous service current: 10 A at 120 V AC RMS.
The Equipment Line Out shall provide power to the Type 170 and to the 24 V power supply.
2. AC+ INTERCONNECT CABLE INPUTS: Each remote detector input line and interconnect line (minimum of six channels) shall be protected as it enters the cabinet with a surge protection device that meets or exceeds the following requirements:
The unit shall be a 3 electrode gas tube type of surge arrester.
The striking voltage shall be 300-500 V DC with a minimum holder over voltage of 155 V DC.
1143

925.05

The unit shall be a three terminal device, one of which shall be connected to ground, the other two shall be connected across each input respectively.

The unit shall have the following minimum requirements:

Impulse breakdown: Impulse breakdown balance: Energy application:
Current rating: Capacitance:

Less than 100 V in less than 1.1 lls at 10 kVlllS 0.01 microsecond (or less) difference at 10 kV/llS impulse Withstands 20 A AC for 1 second applied 10 times at 3 minute intervals on either section 40,000 A (8/20 impulse) 6 pF, line to ground

3. INDUCTIVE LOOP DETECTOR INPUTS: Each inductive loop detector channel input shall be protected by an external surge protection device meeting or exceeding the following requirements:

The unit shall be a three terminal device, two of which shall be connected across the signal inputs of the detector. The third terminal shall be connected to chassis ground to protect against common mode damage.

The unit shall instantly clamp differential mode surges (induced voltage across the loop detector input terminals) via a semiconductor array. The array shall be designed to appear as a very low capacitance to the detector.

The unit shall clamp common mode surges (induced voltage between the loop leads and ground) via solid state clamping devices.

The unit shall have the following minimum requirements:

Peak Surge Current: Differential mode: Common mode: Estimated occurrences: Response time: Input capacitance: Temperature: Mounting: Clamp voltage:
@400 A diff. mode @1000 A comm. mode

6 times 400 A (8 x 20 ms) 1000 A (8 x 20 ms) 500 @ 200 A 40 ns 35 pf typical -40C to +85C M 5 x 10 bolt
30 V max. 30 V max.

4. SIGNAL LOAD SWITCHES (SWITCHPACKS): The output of the switchpack in the output file shall contain metal oxide varistors (MOV) which are tied from the AC positive field terminal to chassis

1144

925.05

ground to protect switchpacks from surges occurring on the AC output lines. These MOV's must meet or exceed the following r e q u i r e m e n ts:
The device shall have a steady state sinusoidal voltage (RMS) rating at 50-60 Hz of at least 150 V at 25C.

The device shall have a steady state applied DC voltage rating of at least 200 V at 25C.

The transient energy rating shall be at least 80 J for a single impulse of 10/1000 p.s current waveform at 25C.

The peak current rating shall be 6500 A for a single impulse of 8/20 p.s waveform with the rated continuous voltage applied.

The device shall have a minimum varistor voltage of 212 V at 1.0 mA of DC current applied for a duration of20 p.s to 5 s.

The device shall have a minimum clamping voltage of 395 V with an applied 8/20 p.s impulse of 100 A.

The typical capacitance at a frequency of 0.1 to 1.0 MHz shall be 1600 pF.

The unit shall be a two terminal device; one terminal shall be connected to the AC output of the signal load switch on the output file terminals (backside of the field terminals) and the other terminal shall be connected to AC neutral.

5. COMMUNICATIONS INPUTS: Each low voltage communications input shall be protected as it enters the cabinet with a solid state surge protection unit that meets or exceeds the following requirements:

The unit shall be a dual pair (four wire) module with a printed circuit board connector, double sided and gold plated for reliability.

The unit shall mate with and be installed in a ten (10) circuit Buchanan connector PNPCBIB or equivalent.

The unit shall be utilized as two independent signal pairs. The data circuits shall pass through the protection in a serial fashion.

The unit shall meet the following minimum requirements:

Peak surge current: Occurrences at 2000 a: Response time: Voltage clamp: Series resistance: Temperature: Primary protector: 20 ms, per side Secondary protector: minimum

10 kA (8 x 20 ms, waveshape) 50 typical <5 ns 30 24 Q total -40C to +85C Three element gas tube 10 kA, 8 x
Rugged solid state clamps, 1.5 kW

1145

925.05

The C2 connector of the 170 controller shall terminate on the line side of the unit.

The communication field wires for this local site shall terminate on the line side of the unit.

The ground terminals shall be connected to chassis ground.

6. LOW VOLTAGE DC INPUTS: Each low voltage DC input channel shall be protected by an external surge protection device, as it enters the cabinet, meeting or exceeding the following:

The unit shall be a five terminal device, two terminals shall be connected to the line side of the low voltage pair, two terminals shall be connected to the protected side of the low voltage input area and the fifth terminal shall be connected to chassis ground.

The unit shall meet the following minimum requirements:

Peak surge current: Occurrences at peak current: Response time: Shock:
Voltage clamp: Series resistance: Temperature:

2000 A 8 x 20 }lS waveshape 100 typical 5 to 30 ns Withstands 3 m drop on concrete 30 24 Q total -20C to +85C

C. CABINET MODEL 332: This unit shall meet the CALTRANS Specification with the addition of surge protection on all inputs and outputs as specified in Section B above. The Model 332 cabinet assembly shall be Model 332A (lower input panel) cabinet, with housing type 1B, and all components as described in these specifications. A DC isolator shall also be supplied for slot 14 (stop timelflash sense). The cabinet shall have two input files which conform to the CALTRANS Specifications and shall accomodate two 170E controllers.

D: CABINET MODEL 334C: This unit shall meet the CALTRANS Specification with the addition of surge protection for all inputs and outputs as specified in Section B above.

E. CABINET MODEL 336S: This unit shall meet the CALTRANS Specification with the addition of surge protection for all inputs and outputs as specified in Section B above. Each Model 336S cabinet assembly shall be furnished with one "M" base mounting adapter, as defined in the specifications and shall be fully capable of universal, side of pole mounting.

F. CABINET MODEL 337: The Model 337 cabinet shall be a compact cabinet with an output capacity of four vehicle phases plus two pedestrian phases; the dimensions shall not exceed 432 mm deep x 508 mm wide x 889 mm high and its shipping weight shall not exceed 80 kg. The cabinet assembly shall be provided with capacity for 11, two-channel slots in the input file. The pin assignments of the C1 connector shall be

1146

925.05
compatible with the 170E controller as applicable according to the required number of input/outputs. The 337 cabinet shall use standard Type 170 input and output file units. The cabinet shall be equipped with a C2 connector harness with field terminals protected with surge protectors for communication inputs as specified under communications inputs. The cabinet shall be designed with two full-size doors to allow complete access from the front or back of the cabinet. The rack assembly shall be designed to mount in CALTRANS standard rails to allow space for a Model 204 flasher, provide a receptacle to accept the plug in power distribution assembly, card guides and edge connectors for the input file, card guides to support the conflict monitor, and load switches and flash transfer relays.
Due to the compact design of this cabinet assembly, the Department of Transportation may accept a non-standard type of power distribution assembly (PDA). The Model 337 cabinet shall be equipped to support full 4-phase operation. A DC isolator shall also be supplied for slot 14 (stop time/flash sense).
G. INPUT FILE ASSIGNMENTS: The input file assignments for the 336 and 337 cabinet shall be as follows:
SLOT 1 2 3 4 5 6 7 8 9 10 11 12 13 14
TYPE
ISOLATOR AC AC DC DET DC DET DET DET DC DET DET DET DC DC

Cl
"~ PIN'
Z FUN.
I."l

56 39

YCLE OFF

2

1

58 41
TBA' TBA'

55 40

TBA'

"'2 C&E

57 42
"'I "'2 DET" DET

51 71 72 67

"'2

"'6

05

"'6

PED C&E DET DET

68 81
06 FLASH PED SENSE

.t.-.<. FIELD TB4 TB4 TB6 TB6 TB7 TB7

TB7 TBS TBS TBs TB9 TB9 TB9 NO

TERM. IA

5A IA/2A 9A/IOA IA 5A/6A 9A/IOA lAI2A 5A 9A/IOA lAI2A 5A/6A 9A CONN.

Cl 47 43 49 45 48 44 50 46 52 73 74 69 70 82

":r:
~
Z
I."l

PIN'

FUN.

CYCLE 3

OFF 2

TBA'

TBA'

TBA'

"'4 C&E

"'3 DET

04 DET

"'4 "'S PED C&E

"'7 DET

"'S DET

0S STOP PED TIME

t-<

'" FIELD TB4 TB4 TB6 TB6 TB7 TB7 TB7 TBS TBS TBS TB9 TB9 TB9 NO

TERM. 3A

7A 3A/4A IA/12A 3A/4A 7A/SA IA/12A 3A/4A 7A 1/A/12A 3A/4A 7A/SA l/A CONN.

Note: 337 Cabinet includes slots 1-11 TBA*: To be Assigned
H: MODEL 200 SWITCHPACK: The MODEL 200 SWITCHPACK shall be provided in accordance with the latest version of Caltrans Specifications as referenced earlier in this section.
I. MODEL 242 DC ISOLATOR: The MODEL 242 DC ISOLATOR shall be provided in accordance with the latest version of Caltrans Specifications

1147

925.06
as referenced earlier in this section.
J. MODEL 222 LOOP DETECTOR: The MODEL 222 LOOP DETECTOR shall be provided in accordance with the latest version of Caltrans Specifications as referenced earlier in this section.
K MODEL 252 AC ISOLATOR: The MODEL 252 AC ISOLATOR shall be provided in accordance with the latest version of Caltrans Specifications as referenced earlier in this section.
L. MODEL 210 CONFLICT MONITOR: The specifications for Model 210 conflict monitors are in Sub-Section 925.11.
M. CABINET DRAWER: Each Model 332, 334C and 336 cabinet shall be equipped with an aluminum storage compartment mounted in the rack assembly with the approximate following dimensions: 405 mm wide, 355 mm long, 45 mm deep. This compartment shall have telescoping drawer guides to allow full extension from the rack assembly. When extended, the storage compartment shall open to provide storage space for cabinet documentation and other miscellaneous items. The storage compartment shall be adequate construction to support a weight of 10 kg when extended. The top of the storage compartment shall have a nonslip plastic laminate attached which covers a minimum of 90% of the surface area of the top.
N. DOCUMENTATION: The Contractor shall, for each cabinet provided, supply:
1. One operation manual. 2. One maintenance manual with schematics. 3. Three legible cabinet wiring prints for the cabinet and all auxiliary
panels. 4. One operation and maintenance manual for each auxiliary item.
925.06 CLOSED LOOP SYSTEM:
A. GENERAL: This section describes the operational and technical design requirements for a distributed processing, traffic responsive, traffic control and surveillance system. The system shall feature microcomputer master controllers with the ability to select traffic signal timing plans responsively based on actual traffic conditions. The master shall also monitor system performance and provide feedback to a central facility indicating the system's operational status.
The principal system elements shall include:
On-street master controllers a with communications link Local intersection controller assemblies including controllers,
cabinet assemblies and detectors Central facility with the capability of monitoring and database
management A communications link between the local, master and central
facility
1148
1-

925.06
The primary system objectives are summarized as follows:
System malfunction diagnosis System operation monitoring Modification of timing values from a single site Flexibility in system mode of operation (traffic responsive, time of
day/day of week, or manual) Staged implementation capability Multilevel central operation Extensive system backup Reliable and highly maintainable system components
B. LOCAL INTERSECTION CONTROLLER ASSEMBLY:
1. The local intersection controller assembly shall consist of the following principal components:
Local traffic signal controller Communications transceiver and "auto-dial" modem as required Coordination and backup capability Local and system loop detector units Isolated monitoring capability
As a minimum, the following functions shall be monitored and the status of each function shall be transmitted to the street master:
Local coordinator operational status Conflict flash status Manual flash status Preempt status System detector status, volume and occupancy levels Local detector status (minimum of one per phase) Free mode Door open
The communications transceiver shall receive command data from the system master and shall convey such data to the local controller. This data shall include, as a minimum, the following:
Cycle, split, and offset commands Special function commands Coordination mode A daily system wide sync Request for local data response
The communications transceiver shall allow downloading/uploading of the entire local intersection database from/to disk storage at the central facility.
2. LOCAL AND SYSTEM LOOP DETECTOR CHANNELS: The local controller shall be capable of monitoring a minimum of 8 system loops at the local intersection and reporting the detector information to the system master.
1149

925.06
3. ISOLATED MONITORING: In addition to the above requirements, the local intersection controller shall provide isolated monitoring capability without the use of a master. The local controller shall be capable of operation as a local controller in a closed-loop system or as an isolated controller with monitoring and upload and download capabilities without hardware or software modification. Telephone number entry and change shall be accomplished by keyboard entry without removal of any module, prom, etc. Isolated monitoring shall include, at a minimum, the following items:
Transmission of local intersection status data, database, and detector data to the central assembly
Conflict flash status Manual flash status Preempt status Local detector status (minimum of one per phase) Door open
C. MASTER CONTROLLER: The master controller shall be capable of generating system pattern commands to local intersection controllers within its control area in response to prevailing traffic conditions as indicated by system detectors strategically placed in the control area. Additionally, the master shall monitor the operation of local intersection controllers, local and system detectors, and shall initiate failure reports if malfunctions occur. The master controller shall be capable of operating in any ofthe following modes:
Traffic Responsive: Pattern selection based on dynamic traffic conditions as measured by system detectors located in the system area.
Time of Day/Day of Week: Preprogrammed selection of patterns based on time of day/day of week/day of year with automatic adjustment for seasonal changes.
Manual: Pattern selection, including system free, based on operator command.
The master controller shall also have the following capabilities:
Intersections: 24 System Detectors: Minimum of 8 per intersection and the capability of
operating a minimum of 16 throughout the system at any given time. Plans: A minimum of 36 plans, with each plan consisting of a
combination of cycle, offset, split, and special function commands. Additionally, the master shall be capable of directing system free or flash operation. Plans shall be selectable from the following minimum parameter ranges:
4 Cycles 3 Offsets 3 Splits Special functions: minimum of one
1150

925.06

The basic functional requirements of the master controller are:

1. TRAFFIC RESPONSIVE OPERATION: Preferential and/or hierarchical transfer of patterns shall be accomplished via programmable user specified threshold values. Additionally, responsive split selection for non-arterial phases of individual
intersections may be based on queue length, as indicated by designated queue detectors. Pattern selection during traffic responsive operation shall be based on user selectable volume, occupancy, or concentration data obtained from system detectors to compute the following traffic functions:

Level of arterial traffic Directionality of arterial traffic Ratio of a set of detectors to a second set of detectors for split
selection Ratio of side street to arterial traffic

2. TIME OF DAYIDAY OF WEEK OPERATION: It shall be possible to select any system pattern from the master on a preprogrammed time of day/day of week basis with automatic adjustment for seasonal changes. In addition, it shall be possible to specify the following on a
time of day/day of week basis:

Special function system commands (minimum of one) Crossing artery synchronization Traffic responsive computation period System detector and speed report interval

3. SYSTEM DETECTOR PROCESSING: System detector data shall

form the basis for all traffic responsive plans initiated at the master.

System detectors shall provide the following minimum features or

operation:

.

System detectors shall provide volume and occupancy data to the master controller. Each system detector shall be capable of selective weighting. System detector data shall be filtered on a moving basis, utilizing a
user programmable factor. Each system detector shall be monitored for constant calls, absence
of calls, or erratic output. Diagnostic values shall be user programmable for all detectors on a
system basis and diagnostic values for constant calls and absence of calls shall be user programmable for each system detector. Diagnostics for absence of calls shall be eliminated based on a user programmable threshold. System detectors which fail the diagnostic test shall be automatically deleted for volume and occupancy calculations and the event of failure occurrence shall be stored for failure reporting. Upon resumption of satisfactory operation, detectors shall

1151

925.06
automatically resume input to volume and occupancy calculations and the detector shall be reported on-line. A user programmable number of system detectors must maintain operational status in order that the output of a detector group be used for traffic responsive plan selection. System detectors shall be assignable to detector groups for purposes of computing traffic functions based on highest, second highest, and average values of volume, occupancy, and concentration. A user programmable minimum number of operational detectors shall be required for detector group data to be valid. Detector group outputs shall be assignable to any appropriate traffic function computation. If there are no operational detector groups assigned to a traffic function, the master must revert to the time of day/day of week operational mode.
4. CROSSING ARTERY CONTROL: A provision shall be made for crossing artery synchronization of coordinated traffic flow through the common intersection of both systems when enabled by the time of day/day of week schedule or when established parameters are reached in the traffic responsive mode of operation. The cross coordination shall occur by implementation of common cycle lengths by the master controllers. When in the traffic responsive mode, the cycle length to be implemented shall be the highest cycle currently being called for by either master. Crossing artery synchronization shall be in effect as long as the time of day/day of week plan requires such synchronization or while user established parameters are met in the traffic responsive mode of operation. When synchronization occurs, there shall be a user programmable minimum period of 0 to 30 cycles.
5. LOCAL CONTROLLER MONITORING: The master shall monitor each of the local controllers. Actual clock time for each local controller will be checked at least once every 15 minutes (minimum). If the local controller clock time is found to be incorrect, the master controller will download correct, current clock time and log an appropriate failure message on the system failure report.
6. LOCAL DETECTOR DIAGNOSTICS: Each local detector shall be monitored for constant calls and absence of calls. Diagnostic values shall be the same as those specified on a system basis for system detectors. The event of local detector diagnostic test failure and subsequent recovery shall be stored for reporting.
7. STORAGE OF REPORT DATA: The system master shall store and format monitored function data for either immediate output to a central device or shall store data for future output for a minimum storage period of 24 hours. As a minimum, the following shall be included:
1152

925.06
Failure Report: Time, place, and mode of all monitored local intersection and master failure conditions.
System Status Report: Current operating mode and pattern for local intersection and street master.
System Detector and Speed Reports: Volume and occupancy data from any of the system detectors, tabulated by 15 minute intervals for a 24 hour period. Simultaneous detector report shall be limited to a minimum of eight detectors per 24 hour period. It shall also be possible to provide a report for 32 detectors per 6 hour period or any combination thereof. Speed report data consisting of number of vehicles in three speed bands related to nominal progression speed from any of the speed detectors, tabulated by 15 minute intervals for a 24 hour period. Simultaneous speed report shall be limited to a minimum offour detectors per 24 hour period and eight detectors per 6 or 12 hour period. It shall be acceptable for speed data to restrict the number of system detectors reporting except that all system and speed detectors can be scheduled simultaneously on a 6 hour reporting period.
8. CABINET:
The master may be housed in local controller cabinet of adequate size or may be housed in a separate weatherproof aluminum cabinet of adequate capacity to accommodate all required equipment.
The cabinet shall be wired complete with master connecting cables. Special attention shall be given to the provision for surge arrestors
to guard against high energy transient surges. All incoming and outgoing communication lines shall include such protection.
9. TELEPHONE INTERFACE WITH CENTRAL FACILITY: Two way transmission and reception of data between each master controller and the central facility shall be accomplished by a 2400 baud, "auto-dial" modem operating over a standard dial-up telephone line. The modem shall be a Hayes Smartmodem 2400 or equal. The telephone number for the master shall be entered from the keyboard of the master. It shall be possible to enter and/or change the telephone number without removing any modules, proms, etc.
D. CLOSED LOOP CENTRAL OFFICE SOFTWARE: The central office software shall have the capacity to monitor up to sixteen (16) master controllers and related control areas. This shall include two way communications with each street master within a traffic control zone. The central office facility shall also have the capability to monitor isolated intersection controllers. The software shall accommodate a minimum of 24 isolated controllers. All displays, database management functions, upload/download capabilities, etc. which apply to local controllers in a closed loop system shall also be available for the isolated monitored local controllers. All information shall be presented in the
1153

925.07
same format for closed loop local intersections and isolated monitored intersections. The closed-loop software shall also provide a graphic system map with real time display which graphically monitors the status of each intersection and all system detectors.
The central office facility shall have the following system activities:
Status and failure reports stored on diskette for each master and local intersection
System detector and speed detector reports stored on diskette Database management for all controllers Data uploading and downloading for each master and local
intersection controller Intersection graphics display of actual field operations. System map graphics display of actual field operations. Stored
time of day graphics is not acceptable.
F. CLOSED LOOP DEMONSTRATION: The system shall be completely performance tested and a written test report submitted to the Department for approval prior to shipment of such equipment. In addition, the Department reserves the right to an on site system inspection at the point of manufacture to witness the system operation and performance test of the system. The Contractor will insure that the equipment supplier has installed at least one system that has demonstrated at least six months of satisfactory operation. This operational period will not be satisfied by installations, which are currently under contract but have not received final acceptance. The Contractor shall furnish the Department with the location of the system and the names, addresses and telephones numbers of the persons who will be available for contact regarding the system. Final determination of what constitutes satisfactory operation will be made by TSEF. If a system of the type bid does not exist in the State of Georgia, TSEF may allow a system to be set up at TSEF. This system shall consist ofa master, a central assembly, and a minimum of two local units with cabinets. This system shall operate to the satisfaction of TSEF at this location for up to twenty working days prior to field installation.
925.07 FLASHING BEACON ASSEMBLY:
A. OPERATION: The flashing beacon control unit assembly shall be designed to operate on 120 V, 60 Hz, AC.
B. FLASHER UNIT: The flasher unit shall be solid state conforming to current NEMA standards. When specified, the unit shall also contain a completely wired in solid state, digital time clock with a backup rechargeable battery for memory and shall automatically accommodate daylight savings. The unit shall include photocell and dimmer when specified.
C. CABINET: The flasher unit shall be enclosed in a weatherproof,
1154

925.08
fabricated sheet aluminum alloy cabinet. The cabinet shall be of a clean cut design and appearance and shall provide ample space for housing the flashing unit, terminal strip, and other auxiliary equipment. A hinged door shall be provided permitting complete access to the interior of the cabinet. When the door is closed, it shall be sealed by neoprene gasketingmaterial, making the cabinet weatherproof and dust tight. The door shall be furnished with a flush type tumbler lock. Two keys shall be provided with each cabinet. A hardware mounting bracket for a wood pole shall be provided. Mounting hardware for steel or concrete poles shall be an option.
925.08 LOCAL COORDINATION UNIT:
A. FUNCTIONAL REQUIREMENTS:
1. CYCLES: The coordination unit shall provide for a minimum offour background cycles, adjustable from 30 seconds to 210 seconds. Cycle lengths shall be easily changed.
2. OFFSETS: A minimum of three offsets shall be provided for each cycle. Offsets shall be easily adjustable from the front panel of the coordination unit.
3. FREE OPERATION: The coordination unit shall be able to select free operation or remote flash.
4. VARIABLE PERMISSIVE YIELD PERIOD: The coordination unit shall provide one permissive yield period for each cycle. Permissive periods shall be adjustable from the front panel of the coordinating unit. The termination of the permissive yield period shall be adjustable.
5. MINOR PHASE GREEN EXTENSION LIMIT: Means shall be provided so that a separate point for each of the three cycles may be selected, beyond which the minor phases green may not be extended.
6. INDICATORS: Each coordination unit shall be provided with indications which indicate the following:
a. Cycle b. Offset c. Split d. Hold (min. Of 3) e. Force Off (one per non coordinated phase) f. FlashlFree
7. INTERNAL COORDINATION UNITS: When coordination units are internal to the controller, the above indicators shall be provided on the face of the controller.
8. ELECTRICAL REQUIREMENTS: All interconnecting cable circuits operating on 115 V AC shall be powered from the "hot" side of the AC line. The synchronization line shall be normally energized and shall
1155

925.09
be de-energized during the synchronization period.
B. COORDINATION UNIT ENCLOSURE: Each external coordination unit shall be enclosed in an aluminum case and shall be equipped as follows:
1. It shall be equipped with an "MS" type plug so that an "MS" type socket on the associated connecting cable can be inserted or removed, thereby connecting or disconnecting the unit without disconnecting or removing any wires.
2. It shall be possible to remove a coordination unit and replace it with a similar unit without shutting off the power to the controller or signals.
3. A minimum three (3) foot harness shall be supplied.
C. INTERNAL COORDINATION UNIT: Each internal coordination unit shall be solid state "slide in" type construction.
D. All coordination units shall include all necessary wiring harnesses, and/or terminal blocks.
925.09 TIME BASED COORDINATION UNIT:
A. GENERAL: This section sets forth minimum requirements for AC coordination units which shall allow traffic control equipment to be coordinated without requiring the use of interconnecting equipment. The unit shall coordinate traffic control equipment based on signals from a precise time base which shall allow output control signals to be changed at the proper preprogrammed time of day/day of week to achieve the coordinated operation of a group of intersections. The unit shall use the latest technology solid state circuitry to implement these specifications. The unit shall conform to all applicable standards as outlined in the current NEMA standards.
B. OPERATION:
1. All timing shall be accomplished by digital methods.
2. The coordination unit shall perform all specified functions at line voltage of 115 V AC and power line frequency of 60 Hz.
3. The unit shall be provided with a backup power source to retain stored data in the data memory and to maintain the operation of its internal time reference operation.
4. The coordination unit shall be equipped with a plug so that a socket on the associated connecting cable can be inserted or removed thereby connecting or disconnecting the unit without any wiring changes.
C. PHYSICAL DESCRIPTION:
1. The coordination unit may be enclosed in a metal case, or it may be designed internally to the controller unit.
1156

925.09
2. All input, outputs, interface voltage, and interface common returns shall enter the unit through front panel connectors if the coordination unit is external.
D. DISPLAY: The coordination unit shall be capable of displaying any of its stored information and having that information programmed, altered, erased, or replaced by operation of the unit's front panel digital indicators and controls. The display must be outdoor visible, easily readable when shaded from direct sunlight.
E. FUNCTIONAL DESCRIPTION:
1. BASIC ELEMENTS:
a. The coordination units shall have a precise clock based on a seven day clock that is easily set to the nearest second.
b. The clock shall use the power line frequency as a time base when power is present and a backup power source when the power is interrupted. The backup power source shall provide an accuracy within 0.005% or less of actual operation.
c. The unit shall be capable of retaining its program and timing accuracy during power interruptions for a minimum of 100 hours after fully charged (48 hours of normal and continuous operation).
d. Time settings shall consist of day, hour, minute, seconds resolution. Function omit is to be provided on a day of week and day ofyear basis.
2. BASIC CAPABILITIES:
a. Each unit shall be capable of changing its internal states and output circuit states based on preprogrammed data entries. These changes of state shall take place when coincidence occurs between the unit's record of time and its preprogrammed time data entries.
b. The coordinating unit shall be capable of generating a pattern of output signals for the control of its associated traffic signal controller. These output signals shall cause the associated local signal controller to operate in such a manner as to achieve coordinated operation with adjacent intersections. The unit shall have a number of output patterns in order to change the system signal pattern in response to periodic, predictable changes in traffic levels.
c. The unit shall be capable of switching independently from one pattern of outputs to another at a preprogrammed time in order to achieve the desired coordination ofthe signals within the system.
3. PROGRAM PARAMETERS:
a. CYCLES: The coordination unit shall provide a minimum of four background cycles, adjustable from 30 seconds to 210 seconds. Cycle lengths shall be easily changed from the front panel of the
1157

925.10
coordination unit.
b. OFFSETS: The coordination unit shall provide a minimum of three offsets for each cycle. Offsets shall be easily adjustable from the front panel of the coordination unit.
c. SPLITS: The coordination unit shall be capable of providing a minimum of (2) splits per cycle. Splits shall be adjustable from the front panel of the coordination unit.
d. The coordination unit shall be capable of providing an interval sequence of free (non-coordinated) operation, permissive, force off, hold, phase omit, and pedestrian omit outputs. The time duration of each interval is to be programmed directly from the front panel.
F. BIDDING: Price bid for these items shall be for coordination unit, wiring harness, and necessary terminal blocks.
925.10 FLASHING SCHOOL SIGNAL ASSEMBLY: Where designated on the plans, each approach to a school speed zone shall have a complete assembly that consists of a flasher unit, time clock, cabinet, two single section signal heads and School Speed Limit Sign Assembly as outlined in Section 7B-12 in the MUTCD. The conduit and cable shall conform the appropriate Sections of this Specification. Mounting hardware and post supports are incidental to this Specification.
A. FLASHING UNIT: A jack mounted flasher of sufficient ampere capacity and with sufficient circuits shall be supplied The flasher shall be solid state and have an adjustable flasher rate of 50 to 60 flashes per minute.
B. SIGNAL HEADS: The signal heads shall be standard vehicle heads with yellow 203 mm or 305 mm lenses. Heads shall come equipped with pinnacles or caps.
C. SIGNS: The sign assembly shall consist of school signs as shown in the plans. The sign material shall be in accordance with Section 636 of the Standard Specifications.
D. TIME CLOCK: The time clock shall be in accordance with Section 925.13.
E. CABINET: The flasher cabinet shall be of clean cut design and appearance with sufficient space to provide direct access to all components. It shall be made of cast or fabricated aluminum. A hinged door shall be provided permitting complete access of the interior of the cabinet. When closed, the door shall fit closely to gasketing material, making the cabinet weatherproof and dustproof. The door shall be provided with a strong lock and key. Hardware for mounting on either a wood or metal poles shall be provided as specified.
925.11 LOAD SWITCHES: Load switches shall meet the requirements of Section Five of the current NEMA standards.
1158

925.13
925.12 SIGNAL MONITORS: This item shall consist of a separate, programmable signal monitoring device which shall detect conflicting signal indications and voltage levels above or below the satisfactory operating voltages of the controller.
The voltage monitor portion of the monitor shall be capable of monitoring the controller unit voltage monitor output for satisfactory operating voltage in the controller and the +24 V DC inputs. The monitor shall also detect the absence of any required red signal voltage at the field connection terminals. The monitor shall be capable of monitoring for the absence of voltage on all of the inputs of a channel.
Upon detection of conflicting indications or unsatisfactory voltage levels, the monitor shall trigger a transfer the signal displays from stop and go to flashing operation.
A. NEMA MONITORS: NEMA signal monitors shall be in conformance with current NEMA specification, specifically Sub-Section Six.
B. TYPE 170 SIGNAL MONITORS:
1. SPECIFICATIONS: Type 170 signal monitors shall meet or exceed the requirements of the CALTRANS specification and be listed on the current CALTRANS approved products list or be approved by TSEF.
2. ABSENCE OF RED MONITORING: The conflict monitor shall be capable of monitoring for the absence of voltage on all of the inputs of a channel (defined here as red, yellow, and green). If an output is not present on at least one input of a channel at all times, the unit shall begin timing the duration of this condition. If this condition exists for less than 700 ms, the unit shall not trigger. If this condition exists for more than 1000 ms, the unit shall trigger as if a conflict had occurred, causing immediate transfer into a flashing mode, and stop time to be applied to the controller. A red signal input shall require the presence of a minimum of 60 (+/- 10) V AC to satisfy the requirements of a red indication. The red input signals shall be brought into the conflict monitor through an auxiliary connector on the monitor's front panel. A similar connector shall be provided on the output file, and a removable harness connecting the two shall be provided. An indicator on the front panel of the monitor shall be provided to identify the triggering of the monitor in response to the absence of red condition.
925.13 TIME CLOCK: Time clocks shall be capable of controlling timing transfers, flashing operation or function initiation or termination. The time clock shall be completely self contained, solid state, digital and shall provide for seven day operation. The time clock shall be equipped with a minimum of ten hour reserve power for time and program backup and shall automatically accommodate daylight savings time. The time clock shall be equipped for omitting each output function on a daily basis. All parts shall be readily accessible. Any connection between the time clock and the back panel of the cabinet shall be by means of a flexible cable. The cable conductors shall be
1159

925.14
tagged for identification. All outputs shall be provided by electromechanical relays. This shall include single circuit, 6 circuit, and 8 circuit output units. A programming manual is to be included with each unit.
925.14 SELF-TUNING LOOP DETECTOR: .
A. GENERAL: This item shall consist of furnishing an induction loop single or multichannel digital sensor/detector unit, shelf mounted or card rack mounted, including wiring harness, and operation and maintenance instructions with schematic diagram.
B. REQUIREMENTS:
1. The shelf mounted detector unit shall be designed to operate on 120 V, 60 Hz, single phase, alternating current. The card rack mounted unit maya utilize plug-in version 24 V DC external power supply. Variations in voltage of plus or minus 20%, or inside cabinet temperature changes between -40C and +80C shall not affect the normal operation of the sensing unit. The power supply shall be an integral part of the sensing unit.
2. A fail safe feature shall be incorporated in the design of the sensor/detector unit, which, in the absence of power, shall place a continuous call on the sensing circuit.
3. The detector unit shall be capable of operating properly when connected to more than one loop with total feeder length up to 150 m and total loop area up to 38 m2 The unit shall be capable of sensing the passage of a vehicle over the loop at speeds up to 80 mph.
4. A manual switch shall be provided on the front of the unit for the selection of either motion or presence sensing. In the presence position, the unit shall sense the presence of a vehicle within the loop up to 10 minutes. Any vehicle in motion shall be sensed while the vehicle is in the field of the loop.
5. The detector unit circuitry shall consist entirely of electronic solid state design with the exception of the output relay. All transistors and diodes shall be 100% silicon. The detector loop inductance range of operation shall be between 50-650 mR and shall render reliable detection with a minimum of 0.02% change in inductance. An indicator shall be permanently mounted to the front of the detector unit to show each actuation. An MS type connector and wiring harness shall be supplied with each detector unit for connection to the external circuitry.
6. All detector units of the same mounting type shall be interchangeable without any wiring or component changes. Field tuning of the detector shall not require a meter, circuit changes, substitutions, modifications, or additions to the sensing unit.
7. The detector shall be housed in a nonferrous case or seven position rack. Removal of the case shall be accomplished by the use of simple
1160

925.16
hand tools and all component parts shall be readily accessible with the case removed. The detector shall be neither position nor attitude sensitive. Detectors shall be of the automatic self tuning type.
8. Multichannel detector units shall include two or four complete detector channels. Each channel shall sequentially energize its loop inputs to eliminate crosstalk. Sequential scanning shall allow two detection channels to operate with full performance using a common four conductor lead-in cable. Sequential scanning shall fully prevent crosstalk between channels of a detector connected to closely spaced or overlapped loops for directional detection. Sequential scanning shall allow two or more detection channels to be connected to a single detection loop with full operating performance, including separate mode and sensitivity selection capability on each channel.
9. Detectors with delay recognition shall conform to the requirements above. Additionally, these unit shall have a means by which a call is not recognized by the detector unit for a certain number of seconds, referred to as the delay time. The delay time shall be variable from 0 to 30 seconds.
10. Detectors with extension time shall conform to the requirements above. Additionally, these units shall have a means by which a call may be extended beyond the time a vehicle is present in the detection area, referred to as the extension time. The extension time shall be variable from 0 to 7-1/2 seconds in 1/2 seconds increments.
925.15 LOOP SEALANT: All loop sealants must be approved by the Department of Transportation's Office of Materials Research, 15 Kennedy Drive, Forest Park, Georgia 30050, if not listed on that Office's approved products list. Loop sealants shall have a thick liquid consistency to fill the slot quickly without flowing out of the slot on slopes. The sealant must completely encapsulate the wires and cure quickly to minimize the duration of lane closures. The sealant must adhere to the sides of the sawcut to provide a watertight seal and retain flexibility after curing. Only minimal expansion/contraction is allowable. The sealant must be environmentally safe to personnel and pavements with no hazardous solvents or cleaners needed for cleanup or removal. The sealant must be resistant to road salts, petroleum products and other chemicals associated with vehicles and road maintenance. The sealant must not deteriorate or otherwise damage the pavement. The product must be readily available in single quart cartridges that can be disposed in standard refuse containers. The use of epoxy sealants is prohibited.
Polyurethane sealants shall conform to Georgia Standard Specification Section 833.09, Polyurethane Sealant for Induction Loops. A manufacturers certification must be submitted to the Office of Materials and Research to obtain approval for the use of this material.
925.16 VEHICLE SIGNAL HEADS: Signal heads shall be adjustable and may be fabricated from die cast aluminum or polycarbonate plastic. Each
1161

925.16
signal section shall be readily interchangeable and securely fastened together into one weathertight signal face or assembly. Rubber or neoprene gaskets shall be used in each section body to accept the door and signal lens to create a weathertight seal.
Signal heads shall have positive locking areas in 5-degree increments and accept standard mounting hardware with identical locking areas. Both top and bottom ends shall be identical and shall be ribbed construction with mounting boss minimum 16 mm thick at point of attachment to mounting fittings. All hinge pins, screws, latches and exposed metal fasteners shall be stainless steel. All signal heads shall meet all applicable ITE requirements for lumen output and display size, shape and color. The signal head body or case and lens holder shall be predrilled for backplates and visors.
A. MATERIALS:
1. Polycarbonate plastic shall be ultraviolet and heat stabilized with permanently colored, polycarbonate resins impregnated throughout the unit.
2. Die cast aluminum parts shall have a chromate preparatory treatment and conform to ITE standard for alloy and tensile requirements. The exterior of the signal case, lamp housing and mounting flanges shall be finished with a high quality enamel prime and finish paint. Sheet metal parts including visors and backplates shall conform to ITE material requirements, and include a chromate preparatory treatment and optical black on all surfaces.
B. DOORS: Doors shall be die cast aluminum or polycarbonate plastic to match the body of the head with integral hinged lug held by a screw, wingnut or positive locking latch. The door shall accept visors with or without louvers.
C. VEHICLE SIGNAL HEADS: The lens type and color will be specified in the plans. The size of a vehicle signal head shall be defined as the nominal lens diameter which is either 203 mm or 305 mm. The heads shall be fully adjustable to be configured for multi-section assemblies as shown in the plans or MUTCD. Unless otherwise specifically stated in the plans, the signal housing (back, top, bottom, and sides), and fittings are to be painted highway yellow or shall be highway yellow throughout; the front faces (doors and visors) shall be flat black.
D. OPTICAL UNITS: Optical units shall consist of an assembly of the lens, reflector, lamp and lamp receptacle. A silicon, neoprene or high temperature rubber lens gasket shall be provided encompassing the inner and outer surfaces of the edge of the lens. Reflectors shall be of the alzak type held in a supporting holder, which shall be hinged to the signal body so it does not open when the door opens. It shall be possible, however, to swing the reflector out for inspection of wiring. The reflector holder shall be spring cushion mounted to absorb vibration and to provide an effective seal against the silicon lens gasket all around. An
1162

925.17
adjustable focus socket shall be provided and this socket shall be supported so as to allow rotation. Signal heads shall accommodate either 69W, 135W or 150W, 120 V, lamps.
925.17 OPTICALLY PROGRAMMED OR HIGH VISIBILITY SIGNAL HEADS: The signal shall permit the visibility zone of the indication to be determined optically and require no hoods or louvers. The projected indication may be selectively visible or veiled anywhere within 15 degrees of the optical axis. No indication shall result from external illumination nor shall one light unit illuminate a second. The components of the optical system shall include the lamp, lamp collar, optical limiter-diffuser, and objective lens. The optical system shall accommodate projection of diverse, selected indications to separate portions of the roadway such that only one indication will be simultaneously apparent to any viewer. The projected indication shall conform to ITE transmittance and chromaticity standards.
A. CONSTRUCTION:
1. The lamp shall be nominal 150 W, 120 V AC, three prong, sealed beam having an integral reflector with stippled cover and an average rated life of at least 6,000 hours. An equivalent 75 W lamp shall be used with pedestrian indications. The lamp shall be coupled to the diffusing element with a collar including a specular inner surface. The diffusing element may be discrete or integral with the convex surface of the optical limiter.
2. The optical limiter shall provide an accessible imaging surface at focus on the optical axis for objects 275 to 365 m distance and permit an effective veiling mask to be variously applied as determined by the desired visibility zone. The optical limiter shall be provided with positive indexing means and composed of heat resistant glass.
3. The objective lens shall be a high resolution planar incremental lens hermetically sealed within a flat laminate of weather resistant acrylic or approved equal. The lens shall be symmetrical in outline and may be rotated to any 90 degree orientation about the optical axis without displacing the primary image.
B. MOUNTING:
1. The signal shall mount to standard 38 mm fittings as a single section, as a multiple section face, or in combination with other signals. The signal section shall be provided with an adjustable connection that permits incremental tilting from 0 to 10 degrees above or below the horizontal while maintaining a common vertical axis through couplers and mounting. Terminal connection shall permit external adjustment about the mounting axis in 5 degree increments.
2. The signal shall be mountable with ordinary tools and capable of being serviced with no tools. Attachments such as visor, backplates or adapters shall conform and readily fasten to existing mounting
1163

925.18
surfaces without affecting water and light integrity of the signal.
C. ELECTRICAL: The lamp fixture shall comprise a separately accessible housing and integral lamp support, indexed ceramic socket and self aligning, quick release lamp retainer. Electrical connection between case and lamp housing shall be accomplished with an interlock assembly which disconnects lamp holder when opened. Each signal section shall include a covered terminal block for clip or screw attachment of lead wires. Concealed 0.82 mm2, stranded and coded wires shall interconnect all sections to permit field connection within any section.
D. PHOTO CONTROLS: Each signal shall include integral means for regulating its intensity between limits as a function of the individual background illumination. Lamp intensity shall not be less than 97% of uncontrolled intensity at 10750 lux, and shall reduce to 15 + 2% of maximum at less than 10.75 lux. Response shan be proportional and essentially instantaneous to any detectable increase of illumination from darkness to 10750 lux, and damped for any decrease from 10750 lux. The intensity controller shall comprise an integrated, directional light sensing and regulating device interposed between lamp and line wires. It shall be compatible with 60 Hz input and responsive within the range 105 to 135 V. Output may be phase controlled, but the device shall provide a nominal terminal impedance of 1200 Q open circuit and a corresponding holding current.
925.18 TRAFFIC SIGNAL HEAD LENS: The size, type and color lens shall be as specified in the plans. Lenses may be constructed from polycarbonate plastic or glass. Lenses shall be of the concave/convex type with the convex side smooth and the concave side fluted for the purpose of properly directing the light rays. Lenses shall be clearly marked to indicate the maximum wattage of the lamp to be used.
925.19 BLANK-OUT SIGNS: Each sign shall be capable of providing a clearly visible and definable legend for a distance of 150 m with ample safety factors. The sign shall be supplied with mounting hardware to provide for mounting on standard 38 mm pipe brackets or for mounting directly to signal mast arms or for span wire.
A. CASE: The case shall be formed from aluminum extrusion Fl-6-E and special aluminum door frame angle. Alloy 6063-T5, minimum wall thickness: 1.9 mm; corners and joints: 2 mm and thicker. All welding filler arc. Corner radius, both case and door approximately 75 mm. BR type take apart door hinge and draw bolt. One (1) P-15 38 mm hub furnished on top surface. Entire case primed with zinc chromate, inside baked with 2 coats non-yellowing white, outside two coats of highway yellow.
B. FACE: The face shall be fabricated three (3) section plexiglass lens clear with or without legend, but be able to accept a silk screened legend on first surface. Minimum thickness 8 mm shall be furnished by bidder. (Legend is to be silk screened and will be provided by others.)
1164

925.20
C. ELECTRICAL:
1. The fluorescent illumination shall be provided by eight (8) F-36-T12-CW/HO fluorescent by-pin la and fired by two (2) 4 lamp ballasts, 90% power factor corrected, 120 V and capable of providing approximately 25% additional lumen output for HO lamps.
2. Glass fiber optics blank-out signs shall meet all requirements set forth in the specifications for lane use control signals. Messages and letter dimensions shall be approved by the State Traffic Operations Engineer.
D. SUN PHANTOM SCREEN: A heavy duty aluminum louver type sun phantom screen that covers the entire sign face shall be attached to each sign. The louvers shall be slanted down so as to eliminate the sun phantom and still not obstruct the view of the sign face.
E. PAINTING: All signal surfaces, inside and out, shall be painted with two coats of oven baked enamel in addition to the primer coat. The nonilluminated portions of the signal face shall be painted black and all housings, brackets, fittings, etc. shall be painted highway yellow.
925.20 LANE-USE CONTROL SIGNAL: All signals shall conform to current ITE standards. All signals shall be supplied with the necessary mounting hardware to provide for mounting as shown on the plans. Mounting shall be for one way or two way configurations.
A. DESIGN REQUIREMENTS:
1. WEIGHT: One-way units shall not weigh more than 22 kg and twoway units shall not weigh more than 27 kg, regardless of messages.
2. COLOR: The color of lane-use control signal indications shall be clearly visible for 400 m at all times under normal atmospheric conditions. The visibility angle of the lane-use control signal shall be a minimum of 60 degrees.
3. HOUSING: The housing of each signal shall be a one piece corrosion resistant aluminum alloy die casting or equal and shall meet current related ASTM specifications. Bids for alternate polycarbonate housings will be considered. A substantial door hinge with at least two hinge pins shall be provided. Doors should open from right to left. All configurations shall be balanced to provide a plumb hanging unit. All components shall be readily and easily accessible from the open door.
4. HOUSING DOOR: The housing door shall be one piece corrosion resistant aluminum or equal and shall meet current related ASTM specifications. Two hinges shall be provided on the left side of each section with a latch boss on the right side. The door shall be attached to the housing with stainless steel hinge pins. Stainless steel dual eye bolt latches or similar approved devices shall be provided to securely close and latch the housing door. The housing or
1165

925.20
door shall be equipped with a continuous molded neoprene gasket to make the interior of the unit dustproof and waterproof.
5. WIRING: Each signal housing shall be provided with a complete terminal board. One side of terminal strip shall accommodate socket leads and the other side shall accommodate field wires. The terminal board shall provide totally separate wiring of each symbol.
6. VISORS: Visors not less than 305 mm long for multiple unit and 178 mm long for single unit signals shall be provided for each signal face. Visors shall be constructed of sheet aluminum or equal and shall encompass top and sides of each section. The insides of visors shall be painted flat black.
7. PAINTING: All signal surfaces, inside and out, shall be painted with two coats of oven baked enamel in addition to the primer coat. The insides of the visors shall be flat blacks, the non-illuminated portions of the signal face shall be black or dark gray and all housings, brackets and fittings shall be highway yellow.
8. HARDWARE AND FITTINGS: All necessary fittings, pipe brackets, hangers, hubs etc. shall be supplied for the type of mounting specified. They shall be painted highway yellow.
B. SIGNAL DISPLAY: The symbols, which shall be on an opaque black or dark gray background, shall meet ITE requirements and shall be blacked out when not illuminated.
C. FIBER OPTICAL SYSTEM:
1. The glass fiber optic illuminating system shall consist of a legend illuminated by first quality glass fiber optic bundles transmitting light to the arranged signal legend.
2. Each separate color indication in a sign face shall be illuminated by an independent pair of 12 V, 50 W, MR-16, ENL quartz halogen lamp with an average lamp life of 4000 hours. Additional pairs of 50 W lamps, as required by legend size, or at the discretion of the manufacturer, will be allowed. Transformers operating these lamp will output 10.8 V AC with load applied. The glass fiber bundle which illuminates a given color indication shall be constructed such that adjacent fibers in the bundle receive their light input from separate lamps of the pair used to illuminate that specific color indication.
3. The green arrow indication shall not utilize the same termination points as any ''X'' indication. Indicators will be provided near the bottom of each sign face to indicate the status of each lamp utilized for that face. These indicators will emit light of the same color as the sign face indication which utilizes the same lamp. These indicators will be angled downward at approximately 30 degrees and will be so placed as not to interfere with the visibility or discernibility of the
1166

925.22
sign face indications.
4. Total power required for any single indication shall not exceed 250 W.
5. All lamps shall be contained behind a water tight signal face or lens assembly.
6. The entire optical system shall be weatherproof and shall not be vulnerable to extremes in temperature or moisture.
D. ANTI-PHANTOM SCREEN: Each signal face shall be provided with a screen which substantially counteracts sun phantom effect.
E. WIRING: Each lamp shall be separately wired to a terminal block located in each housing. Each lamp holder socket shall be provided with color coded leads. For combination symbols, socket leads shall be separately color coded to distinguish between red "X", yellow "X" or downward arrow symbols. Leads shall be No. 14 AWG type THW, 600 V, fixture wire with 90C thermoplastic insulation.
925.21 PEDESTRIAN SIGNAL HEAD: Each section shall be provided with a visor encompassing the top and sides of the signal face of a size and shape adequate to shield the lens from external lighted sources. An acceptable option is a "Z-crate" or louver type visor for mounting over the pedestrian signal face. The housing door, door latch, and hinges shall be of aluminum, or approved equal. Hinge pins shall be stainless steel. The door shall be provided with a neoprene gasket capable of making a weather resistant, dustproof seal when closed.
Pedestrian indications should be readable to the pedestrian both day and night, and at all distances from 3 m to the full width of the areas to be crossed. All pedestrian indications shall be rectangular in shape and shall consist of the lettered messages WALK and DON'T WALK or "HAND & MAN" symbol. Only internal illumination shall be used. When illuminated, the walk indication or symbol shall be white and the DON'T WALK indication or symbol shall be portland orange, meeting the ITE standards. All areas of the face or lens, except for the message, shall be obscured by an opaque material. When not illuminated, the walk and pedestrian clearance messages or symbols shall not be distinguishable by pedestrians at the far end of the crosswalk they control. For crossings where the distance from the near curb to the pedestrian signal indication is 18 m or less, letters shall be at least 76 mm high and symbols shall be at least 152 mm high. For distances over 18 m, the letters shall be at least 114 mm high and the symbols shall be 305 mm high. The illumination for the DON'T WALK legend shall come from a single light source so that an electrical or mechanical failure does not create a partial message.
925.22 PEDESTRIAN PUSH BUTTON: Pedestrian push buttons shall be of substantial tamperproof construction. They shall consist of a direct push type button and single momentary contact switch in a cast metal housing. The finish shall be baked enamel and match the color of the pedestrian
1167

925.23
heads. Any screws or bolts shall be stainless steel. The unit shall have a 13 mm threaded opening with plug. The assembly shall be weatherproof and so constructed that when properly installed, it will be impossible to receive an electrical shock under any weather condition.
925.23 SIGNAL HEAD BACKPLATE: Each backplate shall be designed to properly shield a traffic signal head from background distractions for better visibility. The backplate shall extend beyond the signal head to a minimum of 152 mm on all sides and shall have all corners rounded with a minimum 50 mm radii. Construction of the backplate shall be from aluminum, sheet metal, UV stabilized polycarbonate or ABS plastic material with a finished color of flat black. Polycarbonate backplates shall be at least 2.3 mm thick; ABS backplates shall beat least 3.81 mm thick and metal backplates shall be at least 1.3 mm thick. The backplate shall be designed with predrilled holes to provide for simple attachment to the specified brand, size and configuration of traffic signal head with all mounting hardware included. Backplates shall not interfere with the signal mounting hardware.
925.24 SIGNAL HEAD VISORS: The size, shape and type of signal head visors shall be in accordance with the signal plans. Typically, visors shall be tunnel type unless specified otherwise in the signal plans. Visors may be constructed of plastic or aluminum and shall be at least 178 mm deep for 203 mm signal heads and at least 229 mm deep for 305 mm heads. Special angle visors shall be full circle with the long side at least 457 mm deep.
925.25 SIGNAL HEAD LOUVERS: Louvers shall be directional with a 7 degree cutoff right of center. Rotating the louver 180 degrees shall produce a 7 degree cutoff left of center. 305 mm louvers shall have 5 vanes and 229 mm louvers shall have 3 vanes. All louvers surfaces shall have a flat black finish. Programmable louvers shall be directional with a 7 degree cutoff and all louver surfaces shall have a flat black finish. The units shall be installed and programmed in accordance with the manufacturer's instruction on visors that are recommended by the manufacturer. The programmable louver display must be approved by the Engineer prior to placing the signal in stop and go operation.
925.26 HARDWARE FOR SPANWIRE MOUNTING: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approved upon submittal of catalog cuts.
925.27 HARDWARE FOR MAST ARM MOUNTING: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approved upon submittal of catalog cuts.
925.28 HARDWARE FOR PEDESTAL MOUNTING: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approved upon submittal of catalog . cuts.
1168

925.34
925.29 HARDWARE FOR BRACKET MOUNTING TO POLE: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approved upon submittal of catalog cuts.
925.30 HARDWARE FOR MULTI-WAY MOUNTING: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approved upon submittal of catalog cuts.
925.31 BALANCE ADJUSTER: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approved upon submittal of catalog cuts.
925.32 HARDWARE FOR PEDESTAL MOUNTING FOR 229 mm or 305 mm PED HEAD: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approvedupon submittal of catalog cuts.
925.33 HARDWARE FOR BRACKET MOUNTING 229 mm or 305 mm PED HEAD TO POLE: This item must meet the appropriate sections of the Department's Standard and Supplemental Specifications and will be approved upon submittal of catalog cuts.
925.34 PEDESTAL POLE:
A. GENERAL: The pedestal poles shall apply to pedestals supporting traffic signal heads, pedestrian signal heads, and traffic signal controllers. Pedestal poles shall be furnished according to type and overall length. The pedestal poles shall consist of one upright pole with suitable base and any other accessories or hardware as required to make a complete installation.
B. DESIGN REQUIREMENTS:
1. All poles shall be made of one continuous piece from top to base connection for the entire height of the pole. The shaft, of appropriate shape, mayor may not be uniformly tapered from butt to tip. The cross section at the tip shall have a 114 mm outside diameter. A tenon shall be used to accomplish this where required.
2. Pole caps, when required, shall be fabricated of cast material and secured in place with set screws.
3. Each pole shall have a one piece cast anchor base or place base welded to the butt end. The base shall be of adequate strength, shape and size to withstand full design level. This base shall be designed to secure the pole assembly to a concrete foundation by means of anchor bolts. A hand hole shall be provided in each base. A suitable grounding lug shall be provided inside the base. The base shall be fitted with removable anchor bolt covers.
4. Bases shall be furnished with steel anchor bolts of sufficient number,
1169

925.35
size, length and strength to develop the full strength of the pole. The threaded end of each anchor bolt and the fastening hardware (nuts, lock washers, flat washers, or other) shall be hot dipped galvanized conforming to ASTM A-153.
925.35 TIMBER POLES: Timber poles shall meet the requirements of Supplemental Specification Section 861 for Timber Signal Poles. Poles must be inspected and tested by the GDOT Office of Materials and Research and hammer stamped by the inspector. All poles shall have a brand or stamp approximately 3 m from the butt that notes the type wood, date of manufacture, manufacturer, class and length. All timber poles that have guy attachments or support spanwire or arms that suspend signal heads over the roadway or sidewalk shall be Class II. Poles that support loop lead-in, messenger or communications cable that do not have guy attachments may be Class IV size. The poles shall meet the requirements in the table below unless otherwise noted on the traffic signal plans or list of materials.

~
II II II II II IV IV IV IV

Nominal Length (m)
9.1 10.7 12.2 13.7 15.3 9.1 10.7 12.2 13.7

Min. Cirat 1.8 fromButt (mm)
860 980 980 1030 1065 750 800 850 890

925.36 STEEL STRAIN POLES: Steel strain poles shall conform to Section 639 of the Standard Specifications and shall include hardware for span wire attachments, anchor base, and anchor bolts for the purpose of supporting span wire suspended signs and/or signals.
925.37 PRE-STRESSED CONCRETE STRAIN POLE: Pre-stressed concrete strain poles for overhead signs and signal support shall conform with Section 639 of the Standard Specifications and shall include hardware for span wire attachments.
Additionally, the opening at the top and bottom of the pole shall be sufficiently large enough to allow all wiring into and out of pole. No conduit shall be strapped to strain pole because of insufficient opening allowances.
925.38 TRAFFIC SIGNAL PULL AND JUNCTION BOX: Traffic signal pull and junction boxes design shall be based on the AASHTO Standard Specification, H20 loading, 9435 kg load over a 254 mm x 508 mm area. Precast concrete boxes shall be constructed of Class A concrete meeting the applicable requirements of Section 500 of the Department's Standard Specifications. Polymer concrete or high density plastic construction will be acceptable if loading qualifications are met. Cast iron or steel covers shall be

1170

925.41
provided with each pull or junction box. Covers shall be furnished with logo, "Traffic Signal".
925.39 LAMPS: Lamps shall have an average rated life of 8000 hours and shall conform to the current ITE Standard for Traffic Signal Lamps.
925.40 PREFAB CONTROLLER CABINET BASE: Prefab controller cabinet bases shall be designed to withstand wind loading of 100 mph with four phase or eight phase cabinet mounted. Bases shall be designed for a burial depth from 305 mm to 457 mm. The base design shall provide for a minimum height of 153 mm above ground.
Bolt patterns shall meet cabinet bolt locations as shown on the cabinet bolt locations sketched below:

,.....
r
470mm
L

8 Phase Cabinet 1475 mm (min) - - - - - . . ,
880 mm -----t., o
1016 mm (min)
o

"'",
o

4 Phase Cabinet

915 mm (min)

I'

l;-318mmt
T
152mm O~
o

1
61Omm(min)
1

925.41 WIRE AND CABLE: All wire and cable will meet the appropriate sections of the Department's Standard Specifications or the International Municipal Signal Association (IMSA).
1171

925.42

925.42 LOOP LEAD-IN (FEEDER) CABLE: Loop detector lead-in cable,

No. 14 AWG, stranded, 2-conductor shielded cable must meet imsa

specification #50-2-1984. Loop detector lead-in cable, No. 18 AWG, stranded,

6-conductor, three twisted pairs with shield for each pair, must meet Carol

#C6047 or Belden #9773.

.

925.43 ENCASED LOOP DETECTOR WIRE: Encased loop wire, No. 14 AWG, stranded, single conductor, with PVC/nylon tube jacket must meet 1MSA specification #51-5-1984.

925.44 AERIAL (LASHED) & DUCT SIGNAL CABLE:

A. Aerial (lashed) or duct (conduit) No. 14 AWG, stranded, 4-conductor, with black polyethylene (PE) jacket and 600 V rating must meet 1MSA specification #20-1-1984. The conductors must be straight, not twisted pairs.

B. Aerial (lashed) or duct (conduit) No. 14 AWG, stranded, 7-conductor, with black polyethylene (PE) jacket and 600 V rating must meet 1MSA specification #20-1-1984. The conductors must be straight, not twisted pairs.

C. Aerial (lashed) or duct (conduit) No. 14 AWG, stranded, 13-conductor, with black polyethylene (PE) jacket and 600 V rating must meet 1MSA specification #20-1-1984. The conductors must be straight, not twisted pairs.

D. Aerial (lashed) or duct (conduit) No. 19 AWG, stranded, 6-conductor, 600
V rating must meet 1MSA specification #20-2-1984. The conductors shall be twisted pairs and the shield shall be copper tape under with black polyethylene (PE) jacket.

925.45 SELF-SUPPORTING AERIAL SIGNAL COMMUNICATIONS CABLE: Self-supporting (Figure 8) aerial signal communications cable, No.
19 AWG, stranded 6-pair conductors shall be rated at 600 V and meet 1MSA specification #20-4-1984. The conductors shall be twisted pairs with copper tape shield under a black PE jacket. Messenger strand shall be 6.35 mm, 7-strand and shall conform to ASTM A 475 Siemens-Martin grade or better with a Class A coating.

925.46 DIRECT EARTH BURIAL SIGNAL COMMUNICATIONS CABLE: Direct earth burial signal communications cable, No. 19 AWG, stranded, 6-pair conductors shall be rated at 600 V and meet 1MSA specification #20-6-1984. The conductors shall be twisted pairs with copper tape shield under a black PE jacket.

925.47 UNDERGROUND FEEDER CABLE, TYPE UF: Underground feeder cable, Type UF w/ground shall have two (2) conductors with PVC/nylon jacket and a minimum 600 V rating per UL #493. Two conductor, No. 12, 10,8 or 6 AWG wire may be used.

925.48 BUILDING WIRE, TYPE THHN: Building wire, type THHN shall be stranded copper, single conductor with PVC/nylon jacket and rated at 600

1172

934.01
V per UL #83 (all colors). No. 14, 12, 10,8,6,4 or 2 AWG wire may be used.
925.49 MESSENGER & GUY STRAND (SPANWIRE): All messenger and guy strand (spanwire) shall conform to ASTM A 475 Siemens-Martin grade or better with a Class A coating, 7-wire spanwire.
Messenger & guy strand 6.35 mm may be used to support interconnect cable or as tether spans.
Messenger & guy strand 8 mm may be used only where it is essential to match an existing 8 mm spanwire that will not be replaced as part of a new installation.
Messenger & guy strand 9.5 mm shall be the minimum size allowed for all spanwire for signal heads, blankout signs, optically programmed heads, lane control signs, standard, aerial or sidewalk guys.
925.50 MISCELLANEOUS: Catalog cuts, manufacturers warranties and guarantees, etc. will apply as specifications for these items. The appropriate sections of the Department's Standard and Supplemental Specifications shall be met in all cases.
925.51 WARRANTIES AND/OR GUARANTEES: The Contractor shall provide all manufacturer's warranties and guarantees for all signal equipment items listed in this document as well as any signal equipment listed in the plans, except for state supplied equipment. Warranties and guarantees shall be consistent with those provided as customary trade practices; or as otherwise specified in the plans, Standard Specifications, Supplemental Specifications or Special Provisions.
Manufacturer's and supplier's warranties and guarantees shall be transferable to the agency or user that is responsible for traffic signal maintenance, shall be continuous throughout their duration and shall state that they are subject to such transfer.

SECTION 934-RAPID SETTING PATCHING MATERIALS FOR
PORTLAND CEMENT CONCRETE

934.01 DESCRIPTION: This material shall be nonmetallic, with a color

similar to Portland Cement Concrete and shall have the capability of being

mixed and placed in a similar manner, except that this material must have

accelerated hardening characteristics and be capable of yielding a permanent

patch in con.crete that can be subjected to traffic within two hours. The

following types and uses shall be as shown below:

TYPE I: Type I Patching Materials are for patching Reinforced or

Nonreinforced Portland Cement Concrete and shall not contain more than 0.4

kg total chloride per cubic meter.

TYPE II: Type II Patching Materials are for patching Nonreinforced

Portland Cement Concrete only and may contain more than 0.4 kg total

chloride per cubic meter.

.

1173

934.02

TYPE I AND TYPE II PATCHING MATERIALS SHALL BE CLASSED IN THE FOLLOWING MANNER:
CLASS A, "PREMIXED": These materials can be used as received by adding water or, if required, an activator solution according to the manufacturer's instructions.
NOTE: Some manufacturers allow additional aggregate to be added at the jobsite to increase the yield. This shall not be done unless approval is given by the Office of Materials and Research.
CLASS B "NON-PREMIXED": These materials contain no aggregate. The aggregate (fine and/or coarse) must be added by the user according to the manufacturer's recommendations.

934.02 PACKAGING AND STORAGE: This material shall be packaged in strong moisture proof paper bags or other suitable containers capable of withstanding shipping, normal handling, and storage without breakage. Under storage conditions of 4C to 32C with a maximum relative humidity of 90%, the material must have a minimum storage life of one year.
Each container of the components of a patching system will be clearly labeled and the following information shown:
1. Component designation, if two components 2. Manufacturer's batch number 3. Mixing ratio and directions 4. Potentential hazards and precautions shall be displayed in accordance
with the Federal Hazardous Products Labeling Act.

934.03 PHYSICAL REQUIREMENTS AND TEST METHODS: Rapid setting patching materials shall conform to the following physical requirements when tested in accordance with the required test methods.

A. PHYSICAL REQUIREMENTS:

1. SETTING TIME:

a. Initial Set b. Final Set

7 to 20 minutes 30 minutes maximum

2. Flexural Strength

3.5 MPa in 24 hours

3. MINIMUM COMPRESSION STRENGTH:

2 hours 24 hours 7 days (moisture cure)

8.5 MPa 20 MPa 27.5 MPa

4. Absorption

10% maximum

5. Shear Bond

1.5 MPa in 24 hours

6. FREEZE THAW: A certification is required from the manufacturer showing results of
durability tests conducted by an independent professional testing laboratory. The tests must have been conducted in accordance with ASTM C 666. The results must show that the durability of the material

1174

Metric Equivalents

being tested is expressed as a durability factor and shall be at least 75% of the reference concrete after 300 cycles of freezing and thawing.

B. TEST METHODS: Mixing instructions of the manufacturer will be followed, and all test specimens are to be air-cured except for the 7 day moisture cure cubes.

Setting Time Flexural Strength Compressive Strength
Absorption Shear Bond Strength Rapid Freeze Thaw Total Chlorides

ASTMC807 AASHTOT97 ASTM C 109 or C 31 Whichever is applicable ASTM C 140 50x50x13 mm (NOTE) ASTM C 666 AASHTO T 260

NOTE: Shear bond strength is determined using a cured 400 mm x 75 mm x 75 mm mortar bar base on which a 400 mm x 50 mm x 13 mm rapid setting material patch is centrally cast. A Type II epoxy resin adhesive meeting the requirements of Section 886 be placed on the surface of the mortar bar prior to placing the rapid setting material patch. The mortar bar base and the cured rapid setting material patch are then sawed into two inch segments for testing. A holding device and plunger are to be used to apply a load at a rate of 1.3 mm per minute to
the patch until failure occurs. The shear bond strength in megapascals equals the load in newtons divided by gravitational acceleration (9.81 m/s2), divided by the area in square millimeters.

934.04 ACCEPTANCE: Even though a patching system meets all the requirements of this specification, failure to perform adequately in actual use will be just cause for rejection.

METRIC EQUIVALENTS

English equivalents have not been incorporated in this edition of the Specifications. However, the following is a list of widely applicable conversion factors which may be used to convert from the Metric System to the English System.

To convert from centimeter meter meter meter kilometer centermeter' meter' meter' kilometer' hectare meter' centimeter'

To inch foot yard mile mile inch' foot' yard' mile' acre acre inch'

Multiply by .39370000
3.280839000 1.093613000
.000621370 .621400000 .155038000 10.763915000 1.195990000 .386103000 2.471054000 .000247105 .061038800

1175

Metric Equivalents
meter' meter' centimeter' meter' centimeter' centimeter' centimeter' liter kilogram (KG) meter' (m') newton/meter' eN/m') kilogram/meter' (kg/m') degree Celsius
To convert from inch foot yard mile mile inch' foot' yard' mile' acre acre inch' foot' yard' inch' foot' ounce (U.S. Liquid) pint (U.S. Liquid) quart (U.S. Liquid) gallon (U.S. Liquid) gallon (U.S. Liquid) pound-mass (l bm/avoir.) pound-force/inch' (psi) pound-mass/foot' degree Fahrenheit

foot' yard' inch' foot' ounce (U.S. Liquid) pint (U.S. Liquid) quart (U.S. Liquid) gallon (U.S. Liquid) pound-mass (l bm avoir.) gallon (U.S. Liquid) pound-force/inch' (psi) pound-mass/foot' degree Fahrenheit
English System to Metric System
To centimeter meter meter meter kilometer centimeter' meter' meter' kilometer' hectare meter' centimeter' meter' meter' centimeter' meter' centimeter' centimeter' centimeter' meter' liter kilogram (Kg.) newton/meter' eN/m'). kilogram/meter' (kg/m') degree Celsius

35.314724000 1.307950000 .024031000
115.861832000 .033818000 .002113400 .001056700 .264172000
2.204622000 264.20079200
.000145000 .062427900 tf = (tcX1.8) + 32
Multiply by 2.54000000 .30480000 .91440000
1609.34400000 1.60926900 6.45000000 .09290300 .83612700 2.58998000 .40468560
4046.85600000 16.38300000 .02831680 .76455490 41.61280000 .00863097 29.57000000
473.17000000 946.35000000
.00378540 3.78540000
.45359240 6894.75700000
16.01846000 tc = (tf-32)/1.8

1176

ALPHABETIC INDEX

A

Abandoned Structures

Abrasives for Blast Cleaning

Abbreviations

Acceptance, Final

,

Delay of

Repair of Work Prior To

,.

Termination of Contractor's Responsibility

Acceptance, Semifinal

Adhesives, Epoxy

Adjusting Minor Structures

Admixtures

,

Air Entraining

Asphaltic Concrete

Fly Ash

Heat Stable Anti-Stripping

Retarding

,

,

Silicone Fluid

Admixtures, Concrete Pavement

Admixtures, Concrete Structures

Agents, Curing

Aggregate, Coarse

Asphaltic Concrete

Drainage Courses

Portland Cement Concrete

Underdrain

Aggregate, Fine

Asphaltic Concrete

Cushion

Mortar

Portland Cement Concrete

Sand Cement Rip Rap

Stabilizer Aggregate for Base and Surfacing

Subgrade Stabilizer Aggregate

Type I Stabilizer

,

Type II Stabilizer

Aggregates for Asphaltic Concrete

Aggregate for Drainage

Aggregate, Graded

Base, Subbase and Shoulder Course

Cement Stabilized, Base, Subbase and Shoulder Course

Aggregate, Soil

Base, Subbase and Shoulder Course

Cement Stabilized, Base, Subbase and Shoulder Course

Aggregate Stockpile and Storage

GeneraL.

Bases and Subbases

Asphaltic Concrete

Concrete Structures

Agitators, Concrete Pavement

Agitators, Concrete Structures

Agreement

Extension Agreement

Supplemental Agreement, Related to Changes in Plans or Work

Supplemental Agreement, Related to Extra Work

Agricultural Information

1177

Page

131, 140

955

1

34

82

73

,

, 67

82

1077

676

981

981

248, 982

315, 981

982

.409

982

315

.408,409,415

982

946

946,953

181

946,950

636, 957

950

952

950

951

950

952

222,223, 226, 229, 954

157,954

954

954

954

957

964

2,32

236

966

227,967

231

39 19.5 , 248 .413 317 .416

.4, 15 7, 15 7, 15, 73,74
38

INDEX (Cont'd)
Agricultural Lime Seeding, Sprigging, Sodding and Overseeding
Aids, Survey Air-Entraining
Admixtures, Pavement Admixtures, Structures Cement, Usage Air Pollution Control Allowable Deviations, General Alternate To Reinforced Concrete Deck Girder Alternate Design Submissions Measurement & Payment Alternative Equipment Alternative Materials Aluminum Caulking Compound Extruded Panels Handrail Paint Perforated Pipe Underdrain Pipe Culverts Pipe-Arch Culverts Powder Slope Drain Pipe Structural Plate Arch Culverts Structural Plate Pipe Culverts Structural Shape Posts Aluminum Alloy Bars, Rods, Shapes and Wires Bolts, Nuts, and Set Screws Castings, Sand Mold Materials Railing Posts, Cast Rivets Sheet and Plate Shims Slope Drain Pipe Structural Plate Tubing, Extruded Underdrain Pipe Washers Anchor Bolts Anchorages, Hangers and Ties, Metal Annealing and Stress Relieving, Shop Work Applications, Solar Appurtenances, Pipe Appurtenances for Water Systems Approach Slabs, Reinforced Concrete Arch Culverts Corrugated Aluminum Structural Plate Conugated Steel Structural Plate Structural Plate, General Area Reclamation Asphalt Cationic Emulsion Cement Cutback Cutback Emulsion
1178

Page
38, 1075 901, 902, 904, 908
99
315, 981 .408, 409, 413
.408 134 22 613 613 617 61 .40, 41
550, 1071 741, 1101
549 1054 636, 1000 623, 1000 623, 1000 995 640, 1000 630, 1000 630, 1000 741, 1095
549, 1009 549, 1009 550, 1019
1009 550 741, 1010 549, 1009 549, 1010 640, 1000 632, 1000 1010 636, 1000 549, 1010 .470,491,506, 1011 .422 .468 945 1007 862 340
1000 1002 631
104
971 967 968 971

INDEX (Cont'd)

Emulsified

Plank Bridge Floor

Asphalt Plant

Automatic Proportioning

Batch-Type

GeneraL

Recorder

Scales

Surge and Storage Bins

Asphalt-Rubber Joint and Crack Seal

Asphalt Concrete

Acceptance Plans

Aggregate for

Coarse Aggregate

Compaction

Composition of Mixtures

Construction

Continuity of Operations

Control Strips

Curb

Equipment

Fine Aggregate

Hot Mix Composition

Job Mixes

Joints

Measurement

Pavers

Payment

Range Tolerance

Rollers

Spreading and Finishing

Temperature ofMix

Transportation and Delivery

Transporting Vehicles

Weather Limitations

Assembly of Structural Steel

Bolted Construction

Structural Steel Erection

Welded Construction

Attenuator, Traffic Impact

Attorney in Fact for Contractor

Authority of

Contractor's Superintendent

Engineer

Engineer Dismissal of Contractor's Personnel

,

Inspector

Municipalities Related to Utility Construction

Shop Inspector

Award and Execution of Contract

B

Backfill for Minor Structures Foundation Types I and II Imperfect Trench Type III Normal
Backfill Materials Backfill for Bridge Foundations

1179

Page
970 508
248,250 2.50 249 249 249 250 283 248 262 952 953
259, 264 260,973
254 , 258
2.59 347 254, 258 952 249, 973 260, 973 260 273 253 274 271, 272 258, 259 257 261 254 254 255
.470 .491 .478 797
65
23 25 61 25 .43 38 13
146 146 146 146 960 16:3

INDEX (Cont'd)

Backfilling, Stump Holes

Bags

Burlap

Cotton

Bankruptcy of Contractor

Barbed Wire Fence

Bar Reinforcement Steel (See Reinforcement Steel)

Barricades

Barricades, Danger, Warning and Detour Signs, General..

Barriers

Base Courses

Reconstructed

'"

Sand-Bituminous Stabilized

Base and Subbase Courses

Cement Stabilized Graded Aggregate

Cement Stabilized Soil Aggregates

Compaction, General

Equipment, General

Graded Aggregate

Local Materials, General

Material Pits, General

Preparation of

Repair of Defects, General

Soil Aggregate

Soil Cement

Specifications

Subgrade Preparation, General

Topsoil, Sand-Clay or Chert

Batch-Type Asphalt Plants

Batching Plant, Concrete Pavement..

Batching Plant, Concrete Structures

Beam Splicing, Structural Steel...

Bearing Pads, Elastomeric

Bearing Plates with Polytetrafluroethylene Surfaces

Bearing Surfaces

Bearings

Bronze

Disc

Pot

Self-Lubricating Bronze :

Beetles and Fire Ants, Control of

Beginning the Work

Bermuda Sprigs

Bidder

Competency

Prequalification

Responsibility to Examine Plans, Specifications and Work Site

Responsibility to Investigate Underground Materials and Formations

Successful Bidder

Bidding Requirements and Conditions

Bids (Also see Proposal)

Proposal Forms, Contents

Unbalanced Bids

Bituminous Adhesive For Raised Pavement Markers

Bituminous Coated Pipe

Aluminum

Steel

Bituminous Material

1180

Page
149
1073 1073
65 767, 1091 526,1017
740 .45 125, 702, 703
236 215
236 231 203 194-200 232, 964
39 .40, 144
202 203 227,966 204, 962 194 202 222 249, 250 352,415 .412 .464 1077 1080 .467 643 1021 650 643 .466, 1021 98 58 105, 106
2 8 8 9 10 13 8 2 9 11 1048
1000 1002

INDEX (Cont'd)

Asphalt Cement

Bituminous Plastic Cement

Cationic Asphalt Emulsion

Cutback Asphalt

Cutback Emulsion

Dampproofing or Waterproofing

Emulsified Asphalt

Measurement of Bituminous Materials

Prime

Stabilized Base

Surface Treatment (See Surface Treatment, Bituminous)

Tack Coat

Temperatures for Applying

Treated Mulch

Bituminous Prime

Bituminous Surface Treatment

Bituminous Tack Coat

Bituminous Treated Roving

Black Paint

Sign Enamel, Air Drying

Sign Enamel, Baking

Traffic

Blanket

Erosion Control..

Fiberglass

Organic Material Fiber

Blanket for Fill Slopes

Blanket, Filter for Stone Rip Rap

Blanks and Panels, Sign

Blast Cleaning, Abrasives For

Blasting, Removal of Existing Bridges

Blasting, Use of Explosives

Block Sod

Blue Paint

Sign Enamel, Air Drying

Sign Enamel, Baking

Boiled Linseed Oil

:

Bolted Couplings, Steel

Bolts

Aluminum Alloy

Anchor

High Tensile Strength

Sign Posts

Steel

Bond, Contract

General..

Related to Default of Contract..

Related to Termination of Contractor's Responsibility

Requirements of Performance and Payment Bond

Boring Foundations

Boring of Jacking Pipe

Borrow and Selected Borrow

Borrow Excavation

General..

Definitions and Classifications

Measurement and Payment

Notification to Engineer

1181

Page
967 1008
971 968 971 973 970 71 290, 968, 971 215 298 292,967,968,970 309 903 , 290 298 292 939

1068 1068 , 1060

941 933 935 177 666 1098 955 606 .46 904, 1085

1068

,

1068

1072

.470,1007

1009

.470,491,492,506, 1011

.472,1011

741, 1093

.470

,

3

13

65

67

13

163

681

144-146

144

144

144

145

144

INDEX (Cont'd)

Page

Pits: Clearing, Grubbing and Drainage

145

Pits, General

39,40,41

Selected Borrow as a Separate Pay Item

146

Bracing

Fence

1028

Piling

569

Brick

994

Brick Masonry

671

Bridge Complete

618

Bridge Deck Joint Seals with Elastomeric Concrete Headers

384

Bridge Ends, Consolidation of Embankment at

152

Bridge Excavation and Backfill

162

Backfill Construction

162

Boring of Foundations

163

Cofferdams

162, 575

Excavation

164

Excavation Below Datum

164

Bridge Floor, Asphalt Plank

508

Bridge Plank, Corrugated Steel

501

Bridges

Asphalt Plank Bridge Floor

508

Bridges over Navigable Waters

46

Detour Bridges

17, 608

HandraiL

.419, 437, 445, 456, 462, 547, 549

Miscellaneous Hardware

1011

Navigation Lighting

578

Pedestrian Overpass

590

Prestressed Concrete, Manufacture

503, 1031

Removal of Existing Bridges

606

~i::~ g:~J~~~~::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::i~i~

Steel Plank.

501, 1016

Bronze

Bearings and Expansion Plates

1021

Bushings

1021

Self-Lubricating Bearings, Plates and Bushings

1021

Building Installations

943-945

Information Center

944

Rest Room Building

943

Welcome Station

944

Buff Paint

1054

Burlap

Bags

1073

Fabric

1073

Bushings

Bronze

1021

Self-Lubricating Bronze

1021

C

Cable, Electrical

Calcium Chloride

Capacity

Asphalt Plant

Concrete Production and Placement Requirements

Detour Bridge, Live Load

,

Haul Loads on New Bridges

Loads on New Concrete

Carbon Shafting, Cold-Finished

878 1077
258 418 608 33, 438 .437 1020

1182

INDEX (Cont'd)

Castings and Forgings

Aluminum Railing Posts

Aluminum Sand Mold

Grey Iron

Steel Castings

Steel Forgings

Steel, Bridges

Cast-in-Place Concrete Piles (See Piling)

Catch Basins

Adjustment and Reconstruction

Construction

'"

Precast Concrete

Removal

Cationic Asphalt Emulsion

Cattle Pass

Caulking Compound, Aluminum

Cement

Bituminous Plastic

Portland

Portland Slag

Pozzolan Portland

Storage

Use of Different Brands

Cement Stabilized

Graded Aggregate Construction

Soil Aggregate Construction

Certification

Materials

Mill Test Report, Structural Steel Fabrication

Chain Link Fence

Changeable Message Signs

Changes, Authority to Make

In Right ofWay

Length or Cost of Project

Plans or Character of the Work

Quantities

Channel Excavation

Classification and Definition

:

Measurement and Payment

Channel Type Shear Connectors

Character ofWorkmen, Methods and Equipment

Characters, Reflective and Nonreflective

Check Dams, Erosion Control

Check Point Shelter

Chert, Sand Clay or Topsoil Bases, Subbases, or Shoulder Courses

Chlorides

Chlorination, Method of

Claims

for Adjustments and Disputes

Contractor Responsible for Claims

No Claims after 120 Days

Withholding Payment to Satisfy Claims

Clay Pipe

Resilient Joints

Sanitary Sewer

Underdrain

Cleaning Up, Final

Clearing per Hectare

1183

Page
1018 1019 1019 1018 1019 1020 1020 551
676 844 1046 673 971 606 1071 980 1008 244, 315, 980 980 980 .413 .413
236 231
38 .466 767, 1089 737
14 134
15 14 15
136 137 539 61 1107 117 945 222, 963 1077 856 26, 52 26 52 81 82 1001 839 836 1001 18 136

INDEX (Cont'd)
Clearing and Grubbing Borrow Pits Bridge Sites Clearing, Definition Limitations on Exposed Areas Local Material Pits, Bases and Subbases Lump Sum Merchantable Timber and Buildings Modifications Per Hectare Random Removal and Disposal of Materials Right of Way Selective Clearing, Definition
Coal Tar Emulsion Seal Coat Coarse Aggregate
for Asphaltic Concrete for Concrete Drainage Courses Underdrain Cofferdams Cold-Finished Carbon Steel Shafting Cold Mix For Patching Cold Weather Concreting Collusion Combination Curb and Gutter Combustible Material, Disposal of Commissioner Compaction Asphaltic Concrete Bases and Subbases, General Bridge Excavation Backfill Embankment Special Subgrade Compaction and Test Rolling Compensation Altered Quantities for Damages Completing Work, Failure or Delay Component Fabrication, Structural Steel Concrete Accelerated Twenty-Four Hour Strength Aggregate for, Coarse Aggregate for, Fine Approach Slab, Reinforced Barrier Bridge Deck Overlay Curb Curb and Gutter Ditch Paving Doweled Integral Curb Glare Screen Graffiti Proof Coating for Grind Guardrail Posts Gutter Handrailing (See Concrete StlUctures) Header Curb High Strength Steel Reinforcement
1184

Page
130, 136 136 133 130 115
39, 201, 202 135 133 132 136 136 133 130 132 283 946 953 946 957 957 575
1020 275 .457 9, 10, 11 371, 374 134
3
264 209 162 152 178
73 53 64 .463
.498 946 950 340 702 551 371 371 371 371 802 .457 335 1023 373 .419 374 10 17

INDEX (Cont'd)

Median

Miscellaneous

Non-Reinforced Pipe

Piling (See Piling)

Pipe

Pneumatically Applied

Polymer

Precast Catch Basin, Drop Inlet and Manhole Units

Precast Header Curb

Prestressed Bridge Members, Manufacture

Prestressing Cast-in Place

Right of Way Markers

Reinforced Culvert and Sewer Pipe

Seal..

Sidewalks

Slope Paving

Spillways

:~

Special Surface Coating

:

Steel Bars, Reinforcement

Steel Wire, Reinforcement

Structures

Underdrain Pipe

Valley Gutter

Velocity Dissipators

Welded Steel Wire Fabric, Reinforcement

Concrete Pavement

Acceptance of Concrete Strength

Admixtures

Aggregate for, Coarse

Aggregate for, Fine

Air Content

Batching Plants

Continuously Reinforced

Curing

Dowel Bars and Tie Bars

Equipment

Finish, Surface Requirements

Grind

High Early Strength

Joints

Materials Handling and Batching

Mixing Concrete

Mix Tolerances

Mixers

Opening to Traffic

Patching

Placing

Polymer

POltland Cement

Preparation of Roadbed

Pressure Grouting

Price Adjustments

Proportioning

Quality of Concrete

Ready Mix Concrete

Slip Form Paver

Slump

Test Specimens

1185

Page

:

371

371

1001

551

1001

706

343, 997

1046

349

503,1031

509

739

1001

.408,447,460,462

371

371

371

453, 995

526, 1017

1018

.407

1002

371

371

527, 1018

315,350

329, 363

315,351

327,362, 946

327,362,950

329, 363

316,351

317

325, 360

322, 357

316,351

318, 353

33.5

330, 364, 498

322-325, 357-360, 983

326, 361

326, 362

329, 363

316,351

326,361

394

317, 352

997

315, 350

316,352

387

329, 330, :333, 364

327, 362

326, 361

315, 350

316

317,318,329,353,363,369

331

INDEX (Cont'd)

Tie Bars and Dowel Bars

Tolerance in Thickness

Transportation Units

Vibration

Weather Limitations

Concrete Pipe

Culverts

Nonreinforced

Perforated Underdrain

Reinforced

Sanitary Sewer

Underdrain

Concrete Sidewalks

Concrete Slope Paving

Concrete Structures

Admixtures

Aggregate for, Coarse

Aggregate for, Fine

Capacity Requirements, Production and Placement..

Classes of Concrete and Uses

Cold Weather Concreting

Contractors Responsibility, Job Mix Design

Curing

Engineer's Responsibility, Job Mix Design

Falsework

Finish

Forms

Handling and Placing

Handrailing

Haul Time Limitations

High Early Strength Concrete

Hot Weather Concreting

Job Mix Design

Joints and Bearings

Laboratory Design Mix

Loads on New Concrete

Manufacturing

Materials

'"

Measurement and Payment

Metal Ties, Anchorages and Hangers

Mix Tolerances

Placing and Handling

Plants

Prestressed Bridge Members

Production and Placement Capacity Requirements

Proportioning

Quality Control of Concrete

Removal of Falsework and Forms

Retaining Walls

Slump

Surface Finishes

Test Specimens

;

Vibration

Weather Limitations

Conduit, Electrical

Conformity with Plans and Specifications

Connectors

Channel Type Shear

1186

Page
322, 357 331,364 317,352 318, 353 321, 326, 356, 361
1001 1001 1002 1001 1001 1002 371 371 .407 .408, 409 .407,946 .407,950 412, 414, 416, 417 408 .457 .411 .449 .411 .419 .451, 456 420, 423, 427 .440 .419, 437, 445 .417 .498 .458 .410 377, 404, 443, 445, 983 .410 .437 .413 .407 .459 .422 .410 .440 .415 .427,503,1031 .418 .411 .411-418 .437 .459, 656, 684, 719 .410,411 451 411,412 .411, 443 .457,458 878, 1124
22
539

INDEX (Cont'd)

Page

Stud Shear

539

Consolidation of Embankment at Bridge Ends

152

Construct, Maintain and Remove Detour Bridges

608

Construct, Maintain and Remove Detour Cross Drain or Side Drain Structure

635

Constructing, Maintaining and Removing Docks

679

Constructing, Maintaining and Removing Median Crossover

678

Construction in Stream Beds

115

Construction Layout

85

Continuous Mixing Asphalt Plants

249

Continuously Reinforced Concrete Pavement

315, 350

Contract

3

Approval

14

Award and Execution

13

Cancellation of

13

Default

65

Defined

3

Failure to Execute

14

Return of Proposal Guaranty

13

Right of Department to Contract with Others

24

Signing

14

Subletting or Assigning

58

Termination Clause

83

Waiver

15, 54,65

Contract Bond, Related to Default of Contract

64

Contract Bond, Requirements

3, 13

Contract Time

3

Determination of

62

Schedule of Deductions for Overrun In

64

Suspension of

63

When Time Charges Start

59

When Time Charges Cease

63

Contractor(s)

3

Amount Due, Determination of

77, 82

Attorney in Fact for

65-66

Claims, Responsibility for

26, 52

Communities and Public Utilities, Responsibility for

24, 43,44

Compliance with Instructions of Engineer's Repre'sentatives

22, 55, 58

Cooperation by Contractor, General

23

Cooperation with Engineer

24, 25

Cooperation with Utilities

24

Examination of Plans, Specifications and Site Work, Responsibility 9 fi)1'. .....................................

Interference with Traffic

.44

Investigation of Underground Materials Formations, Responsibility for

9

Legal Regulations and Responsibility to the Public

.43

Notice to Proceed

5, 59

Payment to

77-83

Personnel, Dismissal by Engineer

61

Plans and Specifications Furnished to

22

Responsibility for the Work

53

Restoration of Damaged Property, Responsibility for

.4 7

Structure Contractor, Space for

24

Superintendent, Qualifications and Authority

23

Termination of Responsibility

67

Control

of Concrete Quality

.411, 412

of Insects

98

of Loads on New Concrete

.437

of Materials

35

1187

INDEX (Cont'd)

of Soil Erosion and Sedimentation

of Traffic

of Work

Control Devices, Uniform Traffic

Control, Traffic

Cooperation

by Contractor

'"

between Contractors

with Engineer

with Utilities

Coordination of Plans and Specifications

Coordination with Utility Companies

Copper Pipe or Tubing

Corrugated Aluminum Alloy

Culvert Pipe

Culvert Pipe, Bituminous Coated

Perforated Pipe Underdrains

Pipe

:

:

Pipe Slope Drain

Pipe-Arch Culverts

Structural Plate Arch Culverts

Structural Plate Pipe Culverts

Structural Plate Pipe-Arch Culverts

Underdrain Pipe

Corrugated Polyethylene Underdrain Pipe

Corrugated Steel

Bridge Plank

Pipe Culverts

Bituminous Coated

Pipe Slope Drain

Pipe-Arch Culverts :

Precoated, Galvanized Steel Culvert Pipe

Smooth Lined Fiber Bonded

Structural Plate Arch Culverts

Structural Plate Pipe Culverts

Structural Plate Pipe-Arch Culverts

Underdrain Pipe

Cotton

Bags

:

Fabric, Curing

Mats, Curing

Plain Duck

Rubber Impregnated Duck

Couplings, Steel Bolted

;

Crushed Aggregate Subbase

Crushed Stone Base

Crushed Stone Drainage

Cubic Yard Loose, Volume Measurement

Culvert Pipe Relaid

Culvert Pipe Removed

Culverts

Cast Iron Pipe

Cast Iron Soil Pipe

Concrete Box (See Concrete Structures)

Concrete Pipe

COlTugated Aluminum Pipe

Corrugated Aluminum Bituminous Coated

1188

Page

110

89

21

.45

'"

89

23

24

'"

23

24

22

24

1005

1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 999

501, 1016
623, 1002 1002 1002 1002 1004 1004 1003 1003 1003 1003

1073

325, 326, 360, 361, 982

325, 360

1073

1073

.4 70

178, 967

'"

'"

236

181

71

676

673

1000 1000 .407 1001 1000 1000

INDEX (Cont'd)
Corrugated Aluminum Pipe Arch Corrugated Aluminum Structural Plate Arch Corrugated Aluminum Structural Plate Pipe Corrugated Aluminum Structural Plate Corrugated Steel Pipe Corrugated Steel Bituminous Coated Corrugated Steel Pipe Arch Corrugated Steel Structural Plate Arch Corrugated Steel Structural Plate Pipe Corrugated Steel Structural Plate Pipe-Arch Reinforced Concrete Pipe and Pipe-Arch, General Structural Plate Pipe, Pipe-Arch and Arch, General Curb Asphaltic Concrete Concrete Concrete Curb and Gutter Concrete Header Doweled Integral Granite Precast Concrete Header Valley Gutter with Curing Concrete Curing Agents Pavement Precast Prestressed Piling and Bridge Beams Slope Paving Structures Structures, Hot Weather Concreting Cutback Asphalt Asphalt Emulsion Cut-offs, Piling, Salvage of
D
Damages, Responsibility for to Detours to Existing Roads and Highways from Explosives to Property and Landscape
Damages, Liquidated Default of Contract Failure to Execute Contract Forfeit of Final Payment General. Partial Payments
Dampproofing Dampproofing and Waterproofing Material Deck Drain System Deduction
from Final Payment from Fixtures from Partial Payments for Time Overrun Default of Contract Defective Material or Work Defective Piles Defects and Imperfections; Related To Payment
1189

Page
1000 1000 1000 1000 623, 1002 1002 1003 1003 1003 1003 .407 623 631
346 371 371 371 371 348 349 371, 376
982 325, 360 1043, 1044
375 .449 .458
968 971 562

52 17 .49,50 .46 47,48 65 65 14 65,82,83
65 63,64,77,78
586 973 619

65

67

65, 77

64

;

65

26,35

558

74

INDEX (Cont'd)
Defects, Repair of, Bases and Subbases Definitions and Terms Definitions ofAdditional Terms
Borrow Excavation Bridge Excavation Bridge Excavation, Backfill Bridge Foundations Catch Basin Additional Depth Catch Basin, Group lor Group 2 Channel Excavation Clearing Drop Inlet Additional Depth Escrow Account Force Account General Terms Grubbing In Place Embankment Manhole Additional Depth, Class 1,2,3 and 4 Objectionable Root Overbreakage Pre-Splitting Ready Mix Concrete Retainage Selected Borrow Selective Clearing Selective Grading Stripping Excavation Stump Test Pile Unclassified Excavation Unstable Material Excavation Delay in Completing Work on Time Delay of Final Acceptance Delays Caused by Utilities Delineators Delineator Posts Department Definition No Waiver of Rights Right to Contract with Others Termination of Liability Design Asphaltic Concrete Design Mix of Cofferdams of Concrete Forms and Falsework of Detour Bridges Job Mix Design for Concrete Laboratory Design Mix for Concrete Detour(s) Bridges Damage to Minor Drainage Structures Deviations Immaterial Deviations of Materials from Plans and Specifications Dewatering of Cofferdams Dismissal of Contractor's Personnel by Engineer Display and Interior Furnishings
1190

Page
203 1-8
144 162 162 163, 164 844, 846 844, 846 136 130 844, 846 80 .4, 15, 74
.4 130 149, 154 844,846,847 131 139 139 .411 79 144, 145 132 141, 144 140 131 562 137 140 64 82 24 1105 741,1095
.4 54 24 83
260, 973 575 .419 608
327,362,410 327,362,410
608 16,17
636
22 23 575 61 945

INDEX (Cont'd)

Disposal Areas, Reclamation of

Disposal of Combustible Material

Dispute of Claims

Dispute of Final Payment Dissipators, Velocity Distribution System, Water

Ditch Checks

'"

Ditch Excavation

Ditch Paving, Concrete Ditch Paving, Sand-Asphalt

Docks

Doublewall Precast Wall Dowel Bar Paint

Dowel Bars and Tie Bars

Doweled Integral Curb

Drain Inlet, Metal

Drainage Aggregate Drainage Courses Concrete Retaining Walls

Concrete Ditch Paving

Concrete Slope Paving

of Material Pits

Minor Structures for Detours

Miscellaneous Structures of Roadbed Drains, Slope

Concrete Metal Pipe

Drawings

Cofferdam

Detour Bridge

Erection, Prestressed Concrete Bridge Members

Erection, Structural Steel, Falsework

Plans and Working

Shop and Working

Drilled Caisson Foundations

Drilled Wells

Drop Inlets

Adjustment and Reconstruction Construction

Precast Concrete Removal

Duck Plain Cotton

Rubber Impregnated Cotton Dumped Stone Rip Rap

Dynamic Testing of Pile

E

Edgedrains Elastomeric Bearing Pads Elastomeric Joints Elastomeric Polymer Joint Compound Electrical Conduit Electrical Grounds for Fence Electrical Materials, Miscellaneous Electrical Wire, Cable and Conduit

1191

Page
104 134 82 21,82 371 849 '" 904 136 371 341 679 656 1068 1018 371 640
147 .459 371 371 104, 145 635 844 141
371 640
575 608 505 .463
21 21,463
574 944
675, 676 844 1046 673
1073 1073 666
574
638 467, 491, 1077
377 984 878, 1124 770, 1091 '" 1125 1124

INDEX (Cont'd)
Electrical Work Electrodes, Welding Eliminated Items Embankments
at Bridge Ends and Structures Compaction Compaction under Shallow Fills Consolidation at Bridge Ends Formation General. In Place Embankment Materials Measurement and Payment Method of Handling Classes of Soils Over Roads, Parking Areas, Floors, Etc Payment Rock Embankment Scarification and Other Preparation Emulsified Asphalts (See Asphalt) Emulsified Asphalt Slurry Seal Emulsion Asphalt Cationic Asphalt Cutback Encasement, Pile Engineer Authority Authority of Representatives Decision and Estimates Final Dismissal of Contractor's Personnel Interpretation of Documents Notification Prior to Rolling and Fabricating Steel Resident Engineer Epoxy Coated Steel Reinforcement Epoxy Pressure Injection of Concrete Cracks Epoxy Resin Adhesives Equipment Alternative Equipment Asphaltic Concrete Bases and Subbases Bituminous Prime Bituminous Tack Coat Cold Weather Concreting Concrete Pavement Concrete Structures Failure to Furnish Painting Structures Pile Driving Rental Rates Shear Connectors, Installation Structural Steel Erection Surface Treatment Test Rolling Equipment to be Adequate Welding Shear Connectors Erection Aluminum Handrailing
1192

Page
943 .4 78
77 149 153, 154, 163,556 152 151 154 152 149 154 149 156, 157 153 151 157 156, 959 151 970, 971 308
970 971 971 620
.4 21 25,26 21 61. 62 21-23 .465 25 545 577 1077
61 249 194 290 292 .457 315, 350 .413-418 65. 66 590 552, 555
75 539 .490 299 178
61 539
550

INDEX (Cont'd)

Ferrous Metal Handrailing

Precast Concrete Units

Prestressed Concrete Bridge Members

Structural Steel

Structural Steel Erection, Beam and Girder

Erosion Control

Check Dams

Construction in Stream Beds

Erosion and Sedimentation Control Plan

Failure to Comply

General.

Haul Roads

Jute Mesh

Limitations on Exposed Areas

Mats

Miscellaneous Items

Reclamation of Material Pits and Waste Areas

Roadway Excavation

Silt Control Gates

Temporary Grassing and Mulching

Temporary Slope Drains

Errors and Omissions

Errors in Stakes

Escrow Account

Estimates

Engineers Decision Final

Final

Interpretation of

Partial

Examination of Plans, Specifications, and Site of Work by Bidder

Excavation

And Backfill for Minor Structures

Beyond Template Lines

Borrow

Bridge Foundations

'"

Channel

Classification and Definition

Measurement and Payment

Definitions and Classifications

Disposal of Surplus Material

Ditches, Channels, Spoil Banks and Surface Water

Erosion ControL

for Minor Structures

Limitations on Exposed Areas

Material Used for Other Purposes

Measurement

Payment

Pre-splitting Solid Rock

Roadway Excavation

Rock and Boulders

Selected Borrow

Solid Rock

Overbreakage

Pre-splitting

Rock and Boulders

Stripping Excavation

Page
548 .458 505 .489, 493 .489, 493
117 115 113 .49, 116 48, 139 193 937 114, 115 933,941 118 104 13 7 118 118, 120, 122 640, 1008 22, 23 25 80 77, 78 81 81
9 79
9
146, 147 143, 144, 145
144 162
136 137 137 -141 141 137, 142 111 146 115 18 142 143 139 137 139 144 139 139 13 9 139 140

1193

INDEX (Cont'd)

Unclassified

Classification and Definition

Measurement and Payment

Unstable Material Excavation

;

Classification and Definition

Construction

Measurement and Payment

Waste Material and Disposal Areas

Expanded Mortar

Expansion Joint (See Joints)

Expansion Plates

Bronze

Self-Lubricating Bronze

Explosives, Use of

Extension Agreement

Extra Work

General..

Related to Claims

Related to Inspection

Authorization Required

Extruded Aluminum

Panels

Tubing

F

Fabricated Bearing Assemblies Fabrication, Reinforcement Steel
Bar Fabrication Bar Tolerances Fabrication, Signs Fabrication Structural Steel Alternate Details Annealing and Stress Relieving Changes and Substitutions Component Fabrication Facilities for Inspection General Identification of Structural SteeL Inspector's Authority Mill and Shop Inspection Mill Orders Mill Test Reports Notice to Engineer Rejections Scope of Inspection Shipping Statements Shop Drawings Stock Material Test Reports Storage Transfer of Heat Numbers Fabrics Burlap or Cotton, Curing Plain Cotton Duck Rubber Impregnated Cotton Duck Waterproofing Failure in Completing Work on Time

1194

Page
137, 138 142, 143
140 141 140 142, 143 141 502 322, 357 .463 .466, 1021 .466, 1021 .46 .4, 15 .4, 16,74 16 26 25, 26 74
741, 1101 551}, 1010
.467
526 532 1092
.464 .468 .464 .468 .465 .463-470 .464 .465 .465 465, 466 .466 .465 .465 .465 .465, 466 .463-464 .466 .466, 485, 489 .464 1073 325, 982 1073 1073 1073
63

INDEX (Cont'd)

to Progress

to Comply when Ordered to Remove Defective Work

to Control Erosion

to Execute Contract Documents

to Execute Standard Release Form

to Furnish Equipment

to Maintain Roadway or Structures

Falsework, Concrete

Falsework, Structural Steel

Federal

Inspection by Federal Agency

Provisions

Fence

Barbed Wire

Chain Link

Electrical Grounds for

Field Fencing

Metal Posts and Bracing

Removal

Storage

Wood Posts and Bracing

Woven Wire

Ferrous Metal Handrailing

Fertilizers

Seeding

,

Sprigging and Sodding

Fiberglass Blanket

Field Engineer's Office

Field Laboratory Building

Filler, Mineral

Filter Blanket for Stone Rip Rap

Filter Fabric for Embankment Stabilization

Final Acceptance

Related to Scope of Payment

Delay of

General..

Termination of Contractor's Responsibility

Work Completed by Surety

Final Cleaning Up

Final Construction Inspection

Final Finishing of Roadway

Final Mowing

Final Payment

Deduction from

Default of Contract

Delay after Final Acceptance

Dispute of

General.

No Dispute of

Fine Aggregate

Asphaltic Concrete

Cushion

Mortar

Portland Cement Concrete

Sand-Cement Rip Rap

Finish, Surface

Bearing Surfaces and Standards of Finish

1195

Page
60 26 .49 14 81 66 34 .419 .490
26,43 .44
767, 1091 767,1089 767, 1091 768, 1091 767, 1091 768, 1090
675 770 1028 769, 1090 547 38, 1085 107,901 107,903, 1083 933 92 .41, 90 1076 666 .402
73 83 34 67 58,66 18 34 141 906, 907
54 54 81 81 81, 82, 83 81 950 952 952 950 950 951
.467

INDEX (Cont'd)

Page

Concrete Pavement

318

Concrete Structures, Types and Requirements

.451

Hot Weather Concreting

.458

Prestressed Concrete

329, 396

F~~~;~~~~gR~~d~~;~~:Fi~~I::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::i~~

Fire Ants and Beetles, Control of

98

Fire Hydrants

855

Finishing and Dressing

159

Fittings

Cast Iron Pipe

849, 1000

Guardrail

1023

Iron Pipe

1000

Guardrail

1022

Flanges, Cast Iron Pipe

1000

Fluted Piles, Steel.

1020

Flagging, Railroad

.45

Flagmen and Escorts for Traffic

: :.:

16

Flag Pole

944

Foamed Asphalt Stabilized Base Course

248

Force Account

as Basis for Alterations

15

as Basis for Claims

26

as Basis for Extra Work

15, 74

General.

74, 75, 76

Forest Protection

.45

Forgings, Steel

1020

Forms

Concrete Paving

315

Concrete Structures

420

Form Oil

.423

Prestressed Piling

1035

Slope Paving

371

Foundation Backfill, Types I, II, and III

146

Full Depth Slab Replacement

398

Furnishings, Display and Interior

945

Furniture, Outdoor

943

G
Galvanized Coating, Repair of Galvanized Pipe
Steel Galvanized Structural Shape Posts Galvanizing Repair Compound Gasket Joints
Bell and Spigot Rubber Type Gaskets O-Ring Preformed Plastic Gates, Silt Control Gate Valves Grade Separation Structures, Railroad Graded Aggregate Construction Graded Aggregate Bases, Subbases and Shoulder Courses Cement Stabilized Graded Aggregate

771
741, 857,1005 741,743,1095
771, 1070
1007 1007
1007 1009
117 849, 855, 1008
15, 45 232
236 964

1196

INDEX (Cont'd)

Grades, Construction Grades, Timber, Structural Purposes Grading Complete Grading per Kilometer Grading, Selective Graffiti Proof Coating For Concrete Granite Curb Granular Embankment Grassing Green Paint Grey Iron Castings Grind Concrete Pavement Grounds, Electrical for Fence Grout Grouted Stone Rip Rap Growth and Coverage, Grass
Grubbing Guaranty, Material Guaranty, Proposal Guard Rail
Cable End Anchor Assembly Elements, Terminal Sections and Fittings Impact Attenuator Steel Posts Wood Posts Gutter Concrete Concrete with Raised Edge Valley Gutter

H

H Pile, Steel (See Piling)

Hammers, Pile Driving

Handrail

Aluminum

Concrete (See Concrete Structure)

Fen-ous Metal and Pipe

Hardware, Miscellaneous Bridge

Haul Roads

Hauling Over New Bridges

Header Curb, Concrete

Header Curb, Precast Concrete

;

Heat Stable Anti-Stripping Additive

High Early Strength Concrete

High Level Lighting Systems

High Strength Steel Bars for Concrete Reinforcement

Highway Lighting

Highway Provisions

Highway, Signs

Holes, Sample

Holidays

Hot Asphalt-Rubber Seal Treatment For Stress Relieving Interlayer

Hot Asphalt-Vulcanized Rubber Seal Treatment

Hot Mix Asphaltic Concrete Mixtures

Hot Mix Recycled Asphaltic Concrete

Hot Weather Concreting

Hydrants, Fire

Hydrated Lime

1197

Page
25 1024
160 161 140 998 348 165 896 1056, 1068 1018 335 770, 1091 995 666 906,907 130, 136 12,38 6, 9, 12,13 765, 1022 765, 1022 1023 803 1023 1023 371, 376 372 374 371,375
551,1021 552
549 419, 437
54 7 1021 .41, 192 33, 34 371 349 249, 982 .498 878 1017 863 .44, 45 741
39 .4 294 280 973 277 .458 855, 859 1075

INDEX (Cont'd)
I
Illuminated Sign System Immaterial Deviations of Material Impact Attenuator, Guardrail Impact Attenuator Traffic Imperfect Trench Backfill, Type III Imperfections and Defects, Related to Payment Indentation Rumble Strips Information Center Building In-Place Embankment
Classification and Definition General.. Materials Measurement and Payment Incombustible Material, Disposal of Inoculants Insect Control Inspection Claims for Adjustments Duties of Inspector Fabrication, Mill and Shop Federal Agency Final Construction by Others Plant at Point of Manufacture Replacement of Work Disturbed by Inspection Required by Department Instructions, Contractor to Comply with Instructions Written if Requested by Contractor Insurance, Public Liability and Property Damage Liability Integral Curb, Doweled Interpretation of Documents Interpretation of Estimates Investigations, Underground, by Bidders Iron Grey Castings Malleable Castings Iron Pipe Culverts Fittings Flanges Sanitary Sewer Soil Pipe Water Pipe Item Numbers Irrigation System
J
Jacking or Boring Pipe Jetting Piling Job Mix, Concrete Job Mix, Asphaltic Concrete Joint and Crack Cleaning and Sealing Joint Fillers and Sealers Joints, Asphaltic Concrete
Concrete Slope Paving
1198

Page
745 22
803 797 147
73 391 944
154 154 149 157 134 1087
98
26 25 37, 465 44 34 26 37 37, 42 26 25, 26 21, 22, 24 22 .43, 77 371, 376 21, 22, 23 9 10
1018 1018 1000 1000 849, 1000 10m) 1001 1000 849,1000
23 944
681 554, 557
326 259,260, 973
287 384.983
260 373

INDEX (Cont'd)

Concrete Pavement

Concrete Structures

Fillers and Sealers

Elastomeric Polymer

Hot Poured

Modular Expansion

Preformed, Elastic

Silicone

Water Blown Urethane

Sawed Joints in Existing Pavements

Waterproofing

Joints, Pipe

Bell and Spigot Rubber Gasket

Flanges for Cast Iron Pipe

Lead

;

Preformed Plastic Gaskets

Joints, Sealing Roadway and Bridge

Joints, Steel

Jointing

Sewer Lines

Water Lines

Junction Box

Adjustment and Reconstruction

Construction

Removal

Jute Mesh Erosion Control

K

Knots Piling and Round Timber Wood Posts and Bracing

L

Labor to be Adequate Laboratory, Field Landscape, Protection and Restoration Latex Modified Asphaltic Concrete Laws to be Observed Lead Joints Lead for Plates, Pipe and Other Uses Legal Regulations and Responsibility to the Public Legal Rights, No Waiver by Department Liability
Personal Liability of Public Officials Public Liability and Property Damage Insurance Termination of Department's Liability Licenses and Permits Lighting, Highway Electrical Conduit Luminaires Miscellaneous Electrical Materials Standards Wire and Cable Lighting, Navigation Luminaires Lighting Standards and Towers AluminumLighting Standards
Design Loadings

1199

Page
315, 364 443, 447
983 384,984
983 384 984 989 987 379 584, 586, 973
837. 854,1007 1007
854, 1021 1009
377, 404 .492
83 7 854, 857
674 844 673 937
1025 1028
61 .41. 90
.4 7 287 43 853.854,1021 1021 .43
54
54 .43, 44, 52
83 .43
863, 1124 1120 1125 1113
863, 1124 578
1120 1113 1115 1117

INDEX (Cont'd)
Grounding High Mast Luminaire Pre-stressed Concrete Lighting Standard Service Car Lime Agricultural Hydrated Seeding, Sprigging, Sodding and Overseeding Lime-Fly Ash Soil Construction Limitations Concrete Haul Time of Contractor's Operations of Quantity Changes Linear Measurement Lines, Construction Linseed Oil Liquidated Damages Default of Contract Forfeit of Final Payment General.. Partial Payments Load Limits on Existing Streets and Highways Load Restrictions Loading Test, Piling Loads on New Concrete (opening to traffic) Local Material Sources Loose Sod Lumber and Timber Luminaires
M
Magnetic Particle Welding Inspection Maintenance
of Continuous Sewage Flow Detour Bridge During Construction Failure to Maintain Roadway or Structures ofthe Roadway of Traffic of Warning Signs and Protective Devices when Work is Suspended Manholes Precast Units Adjustment and Reconstruction Construction Removal Sanitary Sewer Manufacture, Prestressed Concrete Bridge Members Markers, Raised Pavement Markers, Right of Way Masonry Brick Materials Rubble Stone Tree Wells
1200

Page
1120 1118 1117 1117 1075 1075 1076 107, 901, 903, 908, 909 242
.417 61
14, 15 67, 68
34 1072 5, 65
65 65 65 65 50 .49 560 316, 437 .40 903, 1084 1024 1120
483
837 608
33 34 33 17, 44, 45 89 17
845, 1046 676 844 673 845
503, 1031 820, 1108
739
671 994 668 668 925

INDEX (Cont'd)

Page

Mast Arm Assemblies

742, 1105

Material(s)

Allowance

77

Alternative

.40

Aluminum Alloy

1009

Backfill

960

Certification

38

Combustible, Disposal of

134

Control

35

Dampproofing or Waterproofing

973

Defective Material, Removal and Replacement

26, 36

Guaranty

12

Handling

39

Immaterial Deviations

22

Masonry

994

Merchantable

'"

133

Miscellaneous Electrical

1125

Miscellaneous Planting

1085

Miscellaneous Steel

1011

Obtained Locally

.40

Pits, Bases and Subbases

40, 201

Plant Inspection

37

Privately Owned, Removal of

.40

Roadway

958

Reclamation ofMaterial Pits

104

Reflectorizing

1102

Rejection of Material

37

Responsibility for Amount and Quality

39

Right in and Use of Materials Found on the Work

18

Salvageable

133

Samples

36

Shoulder

967

Solid Waste, Disposal of..

134

Source of Supply and Quantity

35

State Optioned Material

39

Storage

39

Substitution of Sources

.40

Unacceptable

36

Material Allowance, Structural Steel

.493

Other Materials

77

Measurement and Payment

67

Bituminous Materials

71

Cubic Yard Loose Volume

68

Linear

67

Measurement and Payment, General

67

by Volume

68

by Weight

68

Mat, Permanent Soil Reinforcing

931

Mats, Cotton

1073

Measurement and Payment

67

Median, Concrete

371

Crossover

678

Members, Prestressed Concrete (See Prestressed Concrete Bridge Members)

503

Membrane Curing Compound

325, 450, 982

Merchantable Material

;

133

Metal Drain Inlets

640

Metal Forms, Concrete Structures

.423-426

Metal Primer

1053

1201

INDEX (Cont'd)

Metal Ties, Anchorages and Hangers

Metals, Miscellaneous

Method of Handling Classes of Soils

Methods, Character of

Metric Equivalents

Mill Asphaltic Concrete Pavement

'"

Mill Test Reports, Structural Steel Fabrication

Mineral Filler

Mineral Spirits

Mining, Crushing and Stockpiling Aggregates

Minor Drainage Structures for Detours

Minor Structures, Excavation and Backfill For

Miscellaneous Bridge Hardware

Miscellaneous Concrete

Miscellaneous Drainage Structures

Miscellaneous Electrical Materials

Miscellaneous Erosion Control Items

Miscellaneous Metals

Miscellaneous Pipe

Miscellaneous Planting Materials

Miscellaneous Steel Materials

Mitigation Site Construction

Mixed in Place Mulch

Mobile Operations Office

Mobilization

Modification of Existing Signs

Modular Expansion Joints

Moisture Content and Control

Embankment

'"

Bases and Subbases

Monuments and Road Markers

Mortar, Expanded

Mowing

Mulch

Binder

Material

Mixed in Place

for Seeding

Temporary

Wood Fiber

N

National Emergency, Termination Clause Navigation
Bridges Lighting Protection of Nitrogen, Fertilizer Application Seeding Sprigging and Sodding Non Domestic Materials-Inspection of Nonreinforced Concrete Pipe Normal Backfill Normal Bridge Excavation Backfill Notice of Claim

1202

Page

.422

1021

153

61

1175, 1176

338

.466

1076

1072

248

635

146

549, 1021

371

844

'"

1125

118

1021

1005

1085

1011

166

903

945

89

739

384

152

202

739

502

906

1086

902

'"

902, 903

903

107

113, 114

941

83
.46 578 .46
906 107 907 .42 1002 147 162
26

INDEX (Cont'd)

to Contractors to Engineer by Contractor for Opening Pits to Engineer by Fabricator to Proceed Nuts Aluminum High Tensile Strength Steel
o

Obliteration of Old Roads

Obstructions, Abandoned

Obstructions, Removal and Disposal

Office, Field

,

Office, Mobile Operations

Omissions and Errors

Operations of Contractor, Limitations

Optioned Material, by State

Organic Material Fiber Blanket

Outdoor Furniture

Overbreakage, Solid Rock

Overhead Signs, Structural Supports

Overloads on Existing Streets and Highways

Overrun in Contract Time

Overrun in Quantities

Overseeding, Mixed In Place Mulch

P

Pads, Elastomeric Bearing Paint Paint Composition Tolerances Paint, Sign Painting Existing Steel Structures
Application Cleaning Painting Handrailing, Ferrous Metal Painting New Steel Structures Application, Field Application, Shop Cleaning Equipment Paint Systems Painting Steel Piles and Swaybracing Painting Structures Painting Traffic Stripe Panels and Blanks, Sign Partial Estimates and Payments Partial Removal, Asphaltic Concrete Pavement Participation By Others Participation Federal Paste, Tinting Patching Portland Cement Concrete Pavement Patching Material, Stabilized Patented Devices Paved Ditches Pavement, Grind Concrete

1203

Page
5 144 .465 5, 59
1009 1011 1011
140 131 45, 130 92 945 23 61 39, 40 935 943 139 754 .49-51 63 15 904
885 1051 1052 1103 596 596-597 591,596 548 492,591,592 596 592 591, 596, 597 590 593 597 , 590 808 1098
77 289
26 26 1072 394 242 .43 341 335

INDEX (Cont'd)

Pavement Markers, Raised

Pavement Markings, Removal of

Pavement Markings, Preformed Plastic

Pavement Arrow with Raised Reflectors

Pavers, Asphaltic Concrete

Pavers, Portland Cement Concrete

:

Payment

Bonds

Deduction from Final Payment

Deduction from Partial Payment

Dispute of Final Payment

Final

for Altered Quantities

for Eliminated Items

of Royalties

Pmtial

Semifinal

Scope of

Peat Moss

Pedestrian Overpass Bridge

Perforated Pipe Underdrain

Performance Bond

Permanent Anchored Walls

Permanent Soil Reinforcing Mat

Permits and Licenses Required of Contractor

Permits Required to Work on Highway

Pile Encasement

Piling

Additional Stage of Loading Test

And Round Timber

Bearing Capacity

by Formula

by Loading Test

Cassion-Drilled in Place

Cast-In-Place Concrete (Metal Shell)

Concreting

Painting

Shell Splicing

Shell Thickness

'"

Cut-Off Salvage

Defective Piles

Drilled-In-Place Cassion

Driving

End Fill Placement and Compaction

Equipment

Hammers

Metal Shell

Pilot Holes

Redriving

Tolerances

Dynamic Testing

Embankment at Bridge Ends

Extracted

Followers

Ground Mounted Signs

Jets

Jetting

Leads

1204

Page

820,1108

823

824

822

253

315

67

3,5

65

65

82

81

73

77

'"

.40

77,89

82

81

1088

590

636

5, 14

684

931

.43

43

620

551

573

1024

559

559

'"

560

574

567

567

570

564, 571

563, 567

'"

562

558

574

'"

555

556

552

'"

552

,567

556

'"

558

558

574

154, 556

558

555

741,742

558

554, 558

5.54

INDEX (Cont'd)

Page

Length Determinations Loading Test Measurement Painting PaYJIlent Penetration Plan Driving Objective (PDO) Prestressed Concrete
Splices Protection in Earth Walls Protection of Pile Heads Salvage of Cut-Offs Spuds Steel-H
Pile Points Splicing Swaybracing Steel Shell Test Piles Timber Welded and Seamless Steel Welding Pilot Vehicles Pine Bark Pine Seedlings Pipe
Appurtenances Cast Iron Clay Concrete
Copper Corrugated Aluminum Corrugated Plastic Corrugated Steel Ductile Iron Galvanized, Steel. Jacking or Boring Joints Pipe-Arch Culverts Plastic Sanitary Sewer Side Drain
Steel Storm Drain
Structural Plate Underdrain Pipe-Arch Corrugated Aluminum Structural Plate Culverts Corrugated Steel Structural Plate Culverts Pipe Handrail Pits Bases and Subbases Borrow Reclamation of Pits and Waste Areas Placement of Pavement Reinforcing Fabric Plain Portland Cement Concrete Plain Steel Bars, Threaded Ends Plain Stone Rip Rap

561 573 571 570 573 555, 560 555 554, 561 562 626 552 565 555, 557 569, 1020 569 562 569 567, 1020 562 566, 1024 1020 558 85 1088 107, 108, 109
862, 1007 1000 1001
623, 638, 1001 850, 1005
623,636,638,640, 1000 623, 636, 638, 640, 999, 1004
623, 636,640, 1002 623, 836, 849, 1000
850, 1005 681, 852
837, 854, 1007 623, 1003
836,850, 1006 .836 623
623, 636, 640, 836, 1002, 1003, 1005 623 631
636, 999, 1000, 1002
631, 1000 631, 1003
547 39 194 144 104
382 350, 364
1017 666

1205

INDEX (Cont'd)
Plan Driving Objective (PDO), Piling Plank, Asphalt, for Bridge Floor Plank, Corrugated Steel Bridge Plans
and Working Drawings Changes in Plans or Character of the Work Cofferdam Concrete Falsework Coordination of Plans and Specifications Deviations from Examination of Plans, Specifications, and Site ofWork Furnished to Contractor Intent of Plans and Specifications Loading Test Prestressed Concrete Erection Structural Steel Falsework to be Available on Work Plant Establishment Plant Establishment, Grass Plant Laboratory Plant Topsoil Planting Data, Grassing Planting Materials, Miscellaneous Planting Table, Area Reclamation Planting, Vine Shrub and Tree Planting Zones Plastic Sheets Plastic Pipe Plate Aluminum Corrugated Aluminum Steel Plates Bronze Lead Self-Lubricating Bronze with Polytetrafluroethylene Surfaces Pneumatically Applied Concrete Pneumatic Ejector Lift Station Pole, Flag Poles, Strain Poles, Timber Polyethlene (PE) Plastic Corrugated Underdrain Pipe Polymer Concrete Porous Material Portable Changeable Message Signs Portland Cement Concrete End Dams and Patches Portland Cement Concrete Pavement Portland Cement Concrete Subbase Portland Slag Cement Posts Aluminum Alloy Fence Post Aluminum Structural Shape Cast Aluminum Railing Chain Link Fence Delineator Galvanized Steel Signs
1206

Page
555 508, 972 501, 1016
5 21 14 575 .420 22 22 9 23 23 561 505 .490 23 108,906,921 896 91 929 105, 106, 896 1085 106 913 897 .449, 928 836, 850, 1006
1009 1000 1003
.466 1021 .466, 1021 644,651, 1080 706 943 944 760 1027 636, 999 997 1088 737 384 315 244 981
1089 741, 1095 550, 1019 768,1089 741, 1095
1093

INDEX (Cont'd)

Galvanized Steel Structural Shape

Sign

Steel Fence

Steel Guardrail

Steel Sign

Wood Fence

Wood Guardrail

Wood Sign

Post, Fence Assemblies

;

Post Tensioning

Pot Bearings

Powder, Aluminum

Pre-Splitting, Solid Rock

Precast Concrete

Barrier

Box Culvert Barrel Sections and End Sections

Catch Basins, Inlets & Manholes

Header Curb

Preformed

Joint Filler

Plastic Gaskets

Plastic Pavement Markings

Preliminary Samples, Approval Not Binding

Premolded Asphalt Plank

Prepared Plant Topsoil

Prequalification of Bidders

Preservative Treatment of Timber Products

Pressure Grouting Portland Cement Concrete Pavement

Prestressed Concrete Bridge Members

Anchor Bolts and Nuts

Bearing Areas

Drawings, Erection

Erection

Erection, Beams

Erection, Caps

Finish

Forms, Bridge Deck

Handling and Storage

Manufacture

Substitutions

Warp and Sweep

Prestressed Concrete Piling (See Piling)

Prestressing Concrete by Post-Tensioning

Pretensioning Steel Wire Strand

Prime, Bituminous

Primer, Paint

Progress

,

According to Progress Schedule

Failure to Progress

Progress Schedule

Project, Changes to Length or Cost

Property, Protection and Restoration of

Property Damage Insurance

Proposal

Alterations and Omissions

Charge for

Conditional

Consideration of

1207

Page
741, 1095 1093 1089 1023
741, 1093 1028 1023
741,1093 1028,1089
509 643 995 139
704 540 1046 349
377, 404, 983 1007 824 38
508, 972 1088 8 1029 387 503
491,506, 1011 491, 504 505 505 505 505
.451, 506, 1043 421
504, 506, 1045 506, 1031 503 504, 1046 565, 566 509 51O, 1017 290
593, 595,1053 58 60
58, 60, 64, 65 60 15 .47
43, 44, 74 6, 9 11 9 12 13

INDEX (Cont'd)

Contents of

'"

Delivery of

Guaranty

'"

Preparation by Bidder

Public Opening

Rejection

Return of Proposal Guaranties

'"

Submission

Technicalities

Withdrawal or Revision by Bidder

Prosecution of Work

Prosecution and Progress

Protection

of Forest

of Navigation

of Pipes, Fire Hydrants and Underground Utilities

of Property and Landscape

Protection of Structures During Removal Operations

of Slope Paving During Painting

of Structures, Properly and Public During Painting

of Utilities

Protective Concrete Collar for Existing Columns

Protective Platforms

Public

Contractor's Responsibility to Communities and Public Utilities

Convenience and Safety

Legal Regulations and Responsibility to, General

Liability Insurance

Public Officials, Personal Liability of

Pumps, Well

Putty

Q

Quantities Increases or Decreases in Limitation of Changes Measurement of, General Payment for Altered Quantities
Quality Control of Concrete Pavement Structures

R

Radiographic Welding Inspection

Railroad

Flagging Service

'"

Grade Separation Structures

Reflectorized Cross Buck Sign

,

Work Done on Railroad Right ofWay

Railroad Construction

Railway Provisions

Raise Existing Bridge

,

;

Raised Pavement Markers

Raised Reflectors, Pavement Painted Arrow

Raised Traffic Bars

Random Clearing and Grubbing

;

Rapid Setting Cement Concrete End Dams and Patches

Rapid Setting Patching Materials for Portland Cement Concrete

1208

Page
9 12 12 10 12 10, 11 11, 12 10, 11 11 12 60 58
.45 .46 55 .44 607, 673 605 605 55 620 525
22, 43, 55 .44 .43
.43, 44, 74 54
944 1072
15 15 67 73
326 .411
.4 79
.45 16, 45
764 .45 192 .45 551 820, 1108 822 806 136 343 1173

INDEX (Cont'd)

Page

Packaging & Storage

1174

Physical Requirements & Test Methods

1174

Raw Linseed Oil

1072

Ready Mix Concrete

317

Reclamation ofMaterial Pits and Waste Areas

104

Reconstructed Base Course

236

Reconstructing Minor Structures

676

Recycled Oil Drying Aggregate For Asphaltic Concrete

980

Processed Waste Oil

980

Red Primer

1053

Reduction of Retainage

79

Reflective and Nonreflective Characters

1107

Reflectorizing Materials

1102

Reflectorized Railroad Cross Buck Sign

764

Reinforced Concrete Approach Slabs

340

Reinforced Concrete Culvert and Sewer Pipe

946

Reinforcement Steel

Bar Designation Numbers

537

Bar Fabrication

530

Bar Handling and Storage

531

Bar Placing

531

Bar Splicing

536

Bar Supports

527.531.533.534

Bar Tie Requirements

531. 533. 534

Bar Tie Wire

530

Bar Unit Weights and Nominal Dimensions

537

Dowel and Tie Bars

531

Epoxy Coated

545

Fabrication Tolerances. Illustration

532

High Strength Steel

1017

Plain Steel, Threaded Ends

1017

Post-Tensioning Steel..

1017

Pretensioning Steel Wire

1017

Welded Steel Wire Fabric

1018

Wire Bar Support, Illustrations

528, 529

Reinforcement and Tensioning Steel

1017

Rejection of Material

37

Rejection of Proposal

10

Relaying, Reconstructing or Adjusting to Grade ofMiscellaneous Roadway

Structures

676

Release Form, Standard

81

Removal

of Barricades and Warning Signs

.45

of Debris

18. 130

of Existing Bridges

606

of Miscellaneous Roadway Items

673

of Obstruction (Navigation)

.46

of Pavement Markings

823

of Portland Cement Concrete Roadway Slabs

672

of Solid Waste

166

of Structures

133, 673

of Unacceptable Materials

35

of Unacceptable and Unauthorized Work

26

Renovating Existing Pipe

633

Rental Rates for Equipment

75

Repair of Defects, Bases and Subbases

203

Repair of Galvanized Coatings

771

1209

INDEX (Cont'd)

Repair of Underground Structures

Repaving

Replacement of Defective Materials

Replacement of Warning Signs

Resealing Roadway and Bridge Joints and Cracks

Resident Engineer

Authority and Duties of

Residents, Local, to be Provided for

Responsibility

of Bidders to Investigate Underground Materials and Formations

of Bridge Contractors vs. Roadway Contractors

Contractor for the Work

Contractor to Communities and Public Utilities

Contractors Termination of

for Damage to Property

Legal Regulations and Responsibility to the Public, General

Rest Room Building

Restoration of Property and Landscape

Restoration of Surfaces Opened by Permit

Restoration or Alteration of Lakes and Ponds

Resuming Work Mter Discontinuing

Retainage, General

Retainage, Reduction of

Retainage, Escrow Account

Retaining Walls

Retarding Agents, Concrete

Right of Way

Clearing and Grubbing

Detours Outside '"

Fulnishing of

Right of Way Marker.;.;

Work Done on Railroad Right of Way

Rights of Department, No Waiver of

Rip Rap

Grouted Stone

Sand Cement

Stone, Dumped

Stone, Plain

Rip, Rap and Curbing Stone ,

Rivets

Aluminum Alloy

Roads

Damage to Existing Roads

Haul Roads

Obliteration of Old Roads

Roadway

Excavation

Failure by Contractor to Maintain Satisfactorily

Materials

Rock

Rock and Boulders

Rock Embankment

"

Rock Embankment Material..

Solid Rock Excavation

Solid Rock, Pre-Splitting

Rods, Aluminum Alloy

Rolling Test

Root Protection

1210

Page
55 289
35 .45 .404
25 .44
9 24 53 24, 44, 54 67 47 .43 943 .47 .44 123 62 79 79 80 .459 .409, 981 6, 54 130 17 54 740 .45 54 665 666 667 666 666 956
1010
50 .41 192
6 137
34 958
139, 150, 152, 153 150, 959 959 139 139 1009 178 925

INDEX (Cont'd)
Round Timber and Piling Royalties, Payment of Rubber
Impregnated Cotton Duck Gasket Joints Rubber Seal Treatment, Hot Asphalt Rubble Masonry Masonry for Tree Wells and Walls Rumble Strips
S
Safety, Public Sample Holes Samples, Preliminary, Approval Not Binding Samples and Tests Sampling at Point of Manufacturing Sand Asphalt Paved Ditches Sand Bituminous Stabilized Base Course Sand, Blast Cleaning, for SandCement Rip Rap SandClay, Topsoil or Chert Bases, Subbases and Shoulder Courses Sanitary Disposal Station-Travel Trailer Sanitary Provisions for Contractor's Employees Sanitary Sewers
Cast Iron Pipe Clay Pipe Concrete Pipe Joints Manholes Steel Pipe Tests Sawed Joints in Existing Pavements Scales Scope of Payment Scope of Work, General Screws, Aluminum Alloy Seal Asphalt-Rubber Joint and Crack Coal Tar Emulsion Coat Emulsified Asphalt Slurry Hot Asphalt-Vulcanized Rubber Treatment Joint and Crack Cleaning Seal Concrete, Bridge Foundations Sealed Joints, Silicone Sealing Compound, Sewer Joint.. Seamless Steel Pile Seasonal Limitations Seeding Sprigging and Sodding Surface Treatment Seasoning and Preservative Treatment, Timber Seed and Sod Seeding Additional Fertilizer Adjacent to Existing Lawns Area Reclamation Fertilizer

Page
1024 .40
1073 1007
294
668 925 313
.44 39 36 36, 39 37 341 215 955 665 222 944 44 836 836, 1000 836,1001 1001 837, 838, 839 845 1002 840 289, 379 881, 887 73 14 1009
283 283 308 280 287 .409, 442, 460, 575 377, 989 838, 1008 1002
106,899 107, 897, 906
302 1029 1083 1083
906 900 104 107, 904, 905, 1085

1211

INDEX (Cont'd)

Growth and Coverage

Mowing

Mulch

Nitrogen

Overseeding

Permanent Grass

Plant Establishment

Seasonal Limitations

Seed

Seeding Zones, Types of Seeds and Rate of Application

Temporary Grass

Water

Select Material, Subgrade

Selected Borrow

Selected Material Surface Course

Selective Clearing

Selective Grading

Self-Lubricating Bronze Bearings and Expansion Plates and Bearings

Semifinal Payment

'"

Septic Tanks, Removal

Set Screws, Aluminum

'"

Sewage, Continuous Flow

Sewage Pumping Station

Sewer, Sanitary

Shafting, Cold-Finished Carbon Steel

Shapes, Aluminum Alloy

Shear Connectors

Sheet and Plate, Aluminum Alloy

Shell Pile, Steel

Shelter, Check Point

Shims, Aluminum Alloy

'"

Shop Assembly, Structural Steel

Shop and Working Drawings

Shoring

Shoulder(s)

Material

Plain Portland Cement Concrete

Stabilization

Unpaved

Shoulder Courses

Graded Aggregate

Graded Aggregate, Cement Stabilized

Soil Aggregate, Cement Stabilized

Soil Cement

'"

Topsoil, Sand-Clay or Chert

Shrub Planting

Sidewalks, Concrete

Signal, Traffic Installation

Sign(s)

Aluminum Blanks

Barricades, Danger, Warning and Detour Signs

Blanks and Panels

Changeable

Delineators

Enamel

Extruded Aluminum Panels

Fabrication

Highway

Page
907 906 107, 902,1086 107, 906,1085 904 906 108, 906 107, 899 1083 106, 899 120 906 158, 954 144 239 132 141 466 82 674 1009 839 945 836 1020 1009 539 1009 1020 945 10 10 .462-470 21, 463 574

967 364 157, 159 170

232

236

231

'"

204

222

913

371

772

741, 1098 45
1098 737
744, 1105 741,1068 741, 1101
1092 741,1098

1212

INDEX (Cont'd)
Illuminated System Mast Arm Assembly Modification ofExisting Paint Posts Primer Paint Reflective Characters Reflective Sheeting Reflectorized Railroad Cross Buck Silk Screen Lettering Paint Steel H Piling Structural Supports-Overhead Silt Control Gates Silt Fence, Temporary Silt Retention Barrier Siltation Control Site of Work, Examination of, by Contractor Slag Cement Slope Drains, Concrete Slope Drains, Pipe Slope Paving, Concrete Slopes, Blanket for Fill Slump, Concrete for Pavement Slump, Concrete for Structures Smooth Lined Corrugated Polyethylene (PE) Culvert Pipe Sod Block Loose Soil Aggregate Bases Soil Aggregate Cement Stabilized Construction Soil Aggregate Construction Soil Aggregate Base Materials Soil Base Materials Soil-Cement Construction Soil-Erosion Control Soil-Lime Construction Soils, Embankment Soil Pipe, Cast Iron Solar Application Solid Rock Excavation Solid Rock Pre-splitting Sound Barriers Spar Varnish Special Provisions Special Subgrade Compaction and Test Rolling Special Surface Coating for Concrete Specialty Items Specifications Coordination of Plans and Specifications Examination of Plans, Specifications, and Site ofWork General for Base and Subbase Courses Furnished to Contractor Intent of Plans and Specifications Interpretation of Other Organizations Standard Supplemental..
1213

Page
745 1105
739 1103 1093 1051 741,1102 741, 1102
764 741, 1103 569,741,1020
760 118 , 126 125 110,139
9 980 371 640,1000, 1002, 1004 371 177 317, 329 .411 1004
904, 1085 903, 1084
966 231 , 227 961, 966 961 204 .48, 110, 139 183 149 1000 945 139 139 709 1072
6 178 995 59
7 22
9 194 23 23 22 23
7 8

INDEX (Cont'd)

Page

Spillways, Concrete

Splicing

Beams, Structural Steel

Shell Piling

Prestressed Piling

Reinforced Steel.

Steel-H Piling

Spraying Equipment, Painting Structures

Sprigging, Sodding and Overseeding, General

Additional Fertilizer

Block Sod

Ditch Checks

Fertilizer

Growth and Coverage

Loose Sod

Mowing

Mulching

Nitrogen

Overseeding

Plant Establishment

Seasonal Limitations

Sprigging

Sprigs, Bermuda

Temperature Zones, Map

Water

Spring Box

Sprinkle Overlay Treatment of Hot Mix Asphaltic Concrete

Stabilization, Subgrade

Stabilized Base Material for Patching

Stabilized Bases and Subbases

Graded Aggregate Cement Stabilized

Sand-Bituminous Base

Soil-Cement

,

Soil Aggregate, Cement Stabilized

Stabilizer Aggregate

Aggregate for Base and Surfacing

Aggregate Types I and II

Subgrade Stabilizer Aggregate

Subgrade Stabilizer, Select Material

Stakes, Construction

Standard Release Form

Standard Release Form, Failure to Execute

Standard Specifications

Standards and Towers, Lighting

State

Laws

Optioned Material

Statement, Monthly and Final (See Estimates; See Payment)

Static Scale System

Steel Materials

Bars, Reinforcement

Bolted Couplings

Bolts, Nuts and Washers

Bolts and Sign Posts

Bridge Plank, Corrugated

Castings

;

Castings, Bridge

Cold Finished Carbon Steel Shafting

371
470-485 564, 565
565 536 564, 565 590 896 906, 920 903, 1085 905 904, 906, 909, 911, 920, 921 907 903, 1084 906 107, 907, 919, 1086 107, 906 904 906, 921 897 -899 107 105, 107 898 908 844 306 157 242
236 215 204 231 954 220, 223, 226, 228, 239, 241 954 954 957
25 81, 82 81, 82
7, 23 1120
.43 .40 78-80 881
526, 1017 .470,1007
1011 741, 1093 501,1016
1019 1020 462, 1020

1214

INDEX (Cont'd)

Page

Corrugated Bridge Plank

501, 1016

Corrugated Pipe Culverts

1002

Bituminous Coated

1002

Corrugated Pipe-Arch Culverts

1002

Corrugated Structural Plate Arch Culverts

1003

Corrugated Structural Plate Pipe Culverts

1003

Corrugated Structural Plate Pipe-Arch Culverts

1003

Dowel Bars and Tie Bars

1018

Fence Posts and Bracing

1089,1090

Fluted Shell Pile

1020

Forgings

1020

Forms, Bridge Deck

.423

Galvanized Pipe

1005

Galvanized Structural Shape Posts

1095

Grid Flooring

1017

Guardrail Posts

1023

High Strength Bars, Reinforcement..

1017

High Tensile Strength Bolts, Nuts and Washers

1011-1016

H-Pile (See Piling) ,

1021

Miscellaneous Material

1011

Piling and Swaybracing Paint

1068

Plain Bars, Threaded Ends

1017

Pipe

1002

Pipe, Sanitary Sewer

1006

Plank for Bridges, Corrugated

1016

Post for Mast Arm Assemblies

1105

~~:t~:~:~~~~~:~~~::::::::::::: :: :::: :::::: :: :::::::::::::::::::::::::::::::::i~i~

Pretensioning Wire Strand

:1017

Reinforcement (See Reinforcement Steel)

526, 1017

Smooth Lined, Asbestos Bonded Corrugated Steel Pipe

1004

Sewer Pipe

1005

Shell Pile

1020

Sign Posts and Bolts

1093

Structural

1010

Structural Plate for Pipe, Pipe-Arches, and Arch Culverts

1003

Tie Bars and Dowel Bars

1017

Underdrain Pipe, Corrugated

1003

Water Pipe

1005

Welded and Seamless Pile

1020

Welded Wire Fabric, Reinforcement

1018

Wire, Reinforcement

1018

Steel Grid, Bridge Floors

1017

Steel Pile

1020

Steel Plank, Bridge

501

Steel Structures

.462

Sterilization, Water Mains

855

Sterilization Agents

1008

Stockpiling of Aggregates

39, 248

Stone

Blanket Protection

665, 667, 946

Crushed, Drainage

957

Masonry

668, 994

Rip Rap

665, 956

Storage ofMaterials

39

Storage Tanks, Water

944

Storm Drain Pipe, Pipe-Arch Culverts and Side Drain Pipe

623

Strain Poles

760

1215

INDEX (Cont'd)

Overhead Sign and Signal Assemblies

Strand, Pretensioning

Stripe Painting, Traffic

Stripe Painting, Thermoplastic

Stripping Excavation (See Borrow Excavation)

Strips, Rumble

Structural Plate-Materials (See Section 560)

Aluminum Pipe, Pipe-Arches and Arches

Corrugated Aluminum Arch Culverts

Corrugated Aluminum Pipe-Arch Culverts

Corrugated Aluminum Pipe Culverts

Corrugated Steel Arch Culverts

Corrugated Steel Pipe-Arch Culverts

Corrugated Steel Pipe Culverts

Pipe, Pipe-Arch, and Arch Culverts, General

Steel Pipe, Pipe-Arches and Arches

Structural Plate Pipe, Pipe-Arch and Arch Culverts

Structural Shape Posts

Aluminum

Steel

Structural Supports for Overhead Signs

Structural Steel.

Anchor Bolts

Annealing and Stress Relieving, Shop Work

Beam Splicing

Bolted Construction

Cleaning and Painting of Welds

Erection and Field Work

Falsework

'"

Field Assembly

General Fabrication

High Tensile Strength Bolts

Joints

Marking and Shipping

Material Allowance

Measurement and Payment

Mill and Shop Inspection

Painting, Field

Painting, Shop

Partial Payment

Preparation of Bearing Areas

Shop Drawings

Shop Work

Storage

Swaybracing

Test Reports

Welded Construction

'"

Structures

Abandoned

Concrete (See Concrete Structures)

Failure to Maintain

Grade Separation, Railroad

Minor Drainage Structures for Detours

Minor Structures, Excavation and Backfill

Miscellaneous Drainage, Construction

Miscellaneous Roadway, Relay, Reconstruct or Adjust to Grade

Painting (See Painting Steel Structures)

Removal of

1216

Page
760 1017.1031 808. 1057
811
313
1000 1000 1000 1000 1002 1002 1002 631 1003 631. 1003
741.1095 741, 1095
754 .462, 1010 .470.491,1011
468 .470.485
.470 591 .489 .490 .491 463 .472. 1011 .492 .470. 478 .493 .493 .465 .492. 595 .470. 594 .493 .467.490 .463 .466 .466, 489 .493 .466 .478
131, 140 .407 34
16. 44, 45 635 146 844 676
492. 590 130. 137

INDEX (Cont'd)
Removal and Disposal of Structures and Obstructions Steel (See Structural Steel) Timber (See Timber Structures) Underground, Repair of Studs Shear Connectors Stump Holes, Backfilling Subbase and Base Courses (See Base and Subbase Courses) Cement Stabilized Graded Aggregate Cement Stabilized Soil Aggregate Crushed Aggregate Soil Aggregate Construction Soil Cement Specifications Top Soil, Sand or Chert Subgrade Construction GeneraL Material Preparation, Bases and Subbases Soils Stabilization Stabilizer Aggregate Stabilizer, Select Material Subgrade Compaction and Test Rolling Subletting or Assigning of Contract Substitution of Sources ofMaterials Successful Bidder Superintendent, Contractors Authority and Qualification Requirements Supplemental Agreement GeneraL as Basis for Extra Work Supplemental Specifications Attached to Proposal Relation to Plans and Other Specifications Surcharge Removal. Surety Attorney in Fact for Contractor Default of Contract Final Payment to Contractor and Surety to Act for Contractor Surface Course, Selected Material Surface Treatment, Bituminous Application Rates Equipment Material Usage Measurement and Payment Quantities ofMaterials Seasonal and Weather Limitations Types of Construction Zones Survey Aids Suspended Work, Maintenance Suspension and Resumption of Work Suspension of Contract Time Swaybracing
1217

Page
130, 137,673 .462 .494 55

539

149

194

236

231

967

227

,

204

194

222

158

157

954, 958

202, 203

958

157

954

958

178

58

.40

13

7

23

23

7

14, 15

16, 74

8

9

23

140

8

63-66

65

81

65

239

,

298

301

299

298

305

302

302,304

,

300

303

99

62

62

61,62

.493

INDEX (Cont'd)

Paint

T

Tack Coat, Bituminous

Tackifiers

'"

Technicalities in Proposal.

Temperature Zones

Bituminous Surface Treatment

Seeding

Temporary Grassing, Mulching and Slope Drains

Temporary Silt Fence

Temporary Suspension of Work

Termination of Contractor's Responsibility

Termination Clause, National Emergency

Termination of Department's Liability

Terms, Definitions of

Test Piles (See Piling)

Test Rolling, Subgrade

Testing, Methods of

Testing, Water Mains

Tests and Samples

Tests, Sanitary Sewer

TFE and Stainles Steel Bearing Surface

Thermoplastic Traffic Stripe

Tieback Walls (See Permanent Anchored Walls)

Tie Bars

Ties, Anchorages and Hangers, Metal

Timber

BalTicades

Lumber and Timber

Merchantable

Paint

Piling

Poles

Pole Supported Overhead Sign Assembly

Timber Structures

Time

Contract

Failure or Delay in Completing Work

for Beginning Work

Tinted Paint

Tolerances

Hot Mix Asphaltic Concrete

Range

Compaction

Mixture Acceptance

Surface

Thickness

Mixtures

Asphalt Curb

Concrete Pavement

Mix Criteria

Strength

'"

Flexural

Compressive

1218

Page
603

292 896
11

304 898, 899
111 126 61 67 83 83 1-8 562 183 36,37 855 36 840 643, 650 811 684 1018 .422

740 1024 1024 1068 566. 1024 1027 760 .494

62 64 59 1072

271

265. 266. 271-273

'"

264

265. 266

267

264

973

348

327 328 328 328

INDEX (Cont'd)
Slump Air Content Thickness Surface Finish Concrete Shoulders Concrete Structures Concrete Mix Driving Piles Miscellaneous Concrete Paint Composition Shear Connectors, Channel Type, Length Reinforcement Steel Fabrication Placement Scales Topsoil, Plant Topsoil, Sand-Clay or Chert Construction Towers, Lighting Traffic Bars, Raised Flagmen and Escorts for Impact Attenuator Line Paint Opening to Traffic, General Signal Equipment.. Stripe, Thermoplastic Through Grading and Drainage Work Uniform Traffic Control Devices Traffic Control Traffic Signal Installation Traffic Stripe, Painting Travel Trailer Sanitary Disposal Station Treatment, Preservative Treatment Plant, Waste Water Tree(s) Paint Pine Seedlings Planting Transplanting Wells, Walls and Root Protection Trench, Imperfect Truck Weighing Station Building Truck Weigh Station Communication System Truck Weigh Station Height Checking Device Truck Weigh Station Length Estimating Device Truck Weigh Station Traffic Control Signs Tubing Aluminum Extruded Copper Tunnel Liner Turf Establishment Turpentine Twenty-Four-Hour Accelerated Strength Concrete
U
Unauthorized or Unacceptable Work Unbalanced Bids Unclassified Excavation (Roadway Excavation)
Classification and Definition Measurement and Payment..
1219

Page
329 329 331 318 , 369
.410 555 371 1051 539 530 531 67 909,914,1085 222 1113
806 17
797 808, 1057
53 1127 811 16, 44
.45 89 772 808 944 1029 943
913, 1088 104 913 926 925
146,960 944 945 944 944 944
1010 1005 628
928 1072 .498
26 11
137 142, 143

INDEX (Cont'd)

Underdrains '"

'"

Coarse Aggregate for

Pipe

Concrete

'"

'"

Corrugated Aluminum

,

Corrugated Polyethylene (PE) Plastic

Corrugated Steel

Edgedrains

Underground Investigations and Information

Underground Utilities, Protection of

Unpaved Shoulders

Unsuitable Material Excavation

Use of Excavated Materials, Roadway

Use of Explosives

Utilities, Public

Buried or Undeground Facilities

Contractors Responsibility

Cooperation with Utility Companies

Delays Caused by

Minimum Clearance of.

on Bridges

Right to Work on Highway

Work by Utility Companies

V

Valley Gutter, Concrete Value Engineering Valves, Gate Varnish, Spar Vehicle Maintenance Building Velocity Dissipators, Spillways and Slope Drains Vine, Shrub and Tree Planting Volume, Measurement by Vibrators & Vibration, Concrete

W

Waiver No Waiver of Contract No Waiver of Department's Rights No Waiver of Legal Rights
Warning Signs, Barricades, Danger, and Detour Signs Washers
Aluminum Alloy High Tensile Strength Steel Waste Material and Disposal Areas Reclamation of Waste Water Treatment Plant Water Appurtenances for Systems Control of Soil Erosion and Sedimentation Distribution System '" Intake Structures Pipe
Cast Iron Steel Portland Cement Mixtures Removal

1220

Page
636 181,636,957

'"

1002

1000

999

1002

638

9

55

170

137,140

137

.46

55 55 24 24, 55 56 55, 56 44,45 24

371,376 19
849 1072
945 371 913
71 318,441

15,54,65 54,65 54 .45

1010

1012

1011

141

104

943

1072

862

110

849

,

945

1000 1005 1072
137

INDEX (Cont'd)
Seeding Service Lines Sodding Supply System Storage Tanks Waterproof Paper Waterproofing Bituminous Material Concrete Paving Joints Fabrics Membrane Materials Pavement Joints and Cracks Weather Limitations (Also see Seasonal Limitations) Asphaltic Concrete Asphaltic Concrete Curb Bituminous Prime Bituminous Surface Treatment Bituminous Tack Coat Brick Masonry Cold Weather Concreting Field Repair of Spelter Coating Hot Mix Asphaltic Concrete Hot Weather Concreting Painting
Existing Steel Structures New Steel Structures Piles and Swaybracing Traffic Stripe Portland Cement Concrete Pavement Sand-Bituminous Stabilized Base SoilCement Bases and Subbases Surface Treatment Waterproofing Welding Shear Connectors Weed Control Weigh-In-Motion Scale System Weight, Measurement by Welcome Station Building Welded Steel Wire Fabric for Concrete Reinforcement Welding Electrodes for Ferrous Metal Handrailing Joints, Sanitary Sewers Piling Shear Connectors Steel Bridge Plank Welded Construction (See Structural Steel) Well, Pumps Wells, Drilled Wells, Walls and Root Protection, Trees White Paint Wildflower Seeding Wire Aluminum Alloy Barbed Chain Link Electrical
1221

Page

896

857

,

.896

942

944

.449, 1073

.459, 584

584, 973

380

584, 1075

1080

380

255

347

290

,

304

293

671

.457

771

255

.458

,.590

590

591

592

,.809

325,326

217

204

30 1

584

539

942

887

67

944

1018

.478 547 837 558, 563, 564 526, 527 501

944 944 925
1057 910

1091 767,769,1091 767.768,1089
770

INDEX (Cont'd)

Post-Tensioning Steel..

Pretensioning Steel Strand

Steel, Reinforcement

Storage of

Welded Steel Fabric Reinforcement

Woven, Fence

;

Wood

Fiber

Guardrail Posts

Posts and Bracing

Sign Posts

Work

Alteration of Plans or Character of

by Utility Companies

Contractor's Responsibility for

Control of, General

Damage to

Electrical

Extra

Failure or Delay in Completing on Time

Final Cleaning Up

Force Account

Maintenance During Construction

Maintenance when Suspended

on Railroad Right of Way

Plans to be Available on Work

Prosecution of

Resuming Work after Discontinuing

Right in and Use of Materials Found on the Work

Special

;

Temporary Suspension

Time for Beginning

Unauthorized or Unacceptable

Value Engineering

Working Drawings

Workmen and Equipment

Woven Wire Fence

Written Instructions if Requested by Contractor

X&y

X-Ray (Radiographic) Yellow Paint (Traffic Stripe)

Z

Zinc Zones, Temperature
Bituminous Surface Treatment Seeding

Page
1017,1032 1017,1032 528, 529, 530
1037 10 18 768, 769, 1090
941 1023 1028 741, 1097
14 24, 44
53 21 14 943 .4, 16,74 64 18 14, 74 16 17 .45 22 59 62 18 14 62 59 26 26 22 61 769 21
.479 1059
771, 1070
300, 302 897, 898, 899

1222