Proposed break in access on I-75 at Union Grove Road, Gordon County, Georgia

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u.s. DEPARTMENT OF TRANSPORTATION
FEDERAL HIGHWAY ADMINISTRATION Georgia Division
61 Forsyth Street, S.W., Suite 17TIOO Atlanta, Georgia 30303 June 20, 2001
IN REPLY REFER TO:
HTM-GA
Mr. J. Tom Coleman, Jr. Commissioner Georgia Department of Transportation No.2 Capitol Square, S.W. Atlanta, Georgia 30334-1002
Dear Mr. Coleman:
Subject: Interchange Justification Report Project No. NH-STP-75-3(203), Gordon County
This is in response to your letter of April 16, 2001 which transmitted an Interchange justification Report for our review and approval. Revisions to the report, which resulted from discussions with your staff, were received on June 18. The request is to add a new interchange on 1-75 approximately 1.9 miles south of SR-53.
Based on an engineering and operations review, the access request is considered acceptable. If there are no major changes in the design of the proposal, final approval may be given upon completion of the environmental process.
If you have any questions, please contact Floyd Moore at (404) 562-3654.
Sincerely,
Larry R. Dreihaup, P.E. Division Administrator
cc: Annette Eason, ODOT Office of Planning

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BACKGROUND

NEED & PURPOSE

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TRAFFIC FLOW ANALYSIS

DESIGN CONSIDERATIONS

RECOMMENDATIONS ROJECT LOCATION MAP

NTERCHANGE SPACING IAGRAM
,i~~~f~ltt~;tRAFFICDIAGRAMS

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~ ANALYSES.

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PROPOSED BREAK IN ACCESS ON 1-75 AT UNION GROVE ROAD
GORDON COUNTY, GEO"RGIA
Georgia Department of Transportation Office of Planning January 3, 2000

BACKGROUND
The Georgia Department of Transportation is requesting approval for an access break on 1-75 in Gordon County between Exit 306, Folsom Road and Exit 312, Fairmount Highway. The location of the proposed interchange is shown below and Tab 6. The proposed interchange is located in southern Gordon County, north of the Atlanta metropolitan area, and south of the Chattanooga urbanized area. The interchange project has been identified in the Department's work program as project NH-STP-753(203), PI 610870-. A companion project, STP-00MS(7), PI 662510-, is for improvements on Union Grove Road. The companion project will improve Union Grove Road in the area of the proposed interchange and add new location sections to the west and east, tying to SR 53 at both ends, forming a south bypass for the city of Calhoun.
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NEED AND PURPOSE
The primary purpose of the proposed interchange addition is to provide direct access to Interstate 75 from the Tom B. David Field airport and the industrial park area. As proposed, the interchange, in conjunction with the proposed improvements to Union Grove Road, would provide an alternate routing for SR 53, acting as a bypass for through vehicles traveling through the south Calhoun area.
In 1992, transportation planning studies were conducted for both Gordon County and the City of Calhoun. The studies indicate that SR 53 in the vicinity of 1-75 will become extremely congested in the future. The development along SR 53 in the area of 1-75 is mostly retail and restaurants, which generate many turning movements, causing delays to through vehicles. Both the county and city plans recommend the implementation of the interchange. The bypass and interchange are identified in the Short Term Work Program of the City of Calhoun's Comprehensive Plan.
Union Grove Road is the center of over 3,000 acres of zoned industrial land uses. It is also adjacent to the Tom B. David Field airport, which is also scheduled for expansion. The proposed roadway improvements and interchange will serve these areas and divert truck traffic from using the SR 53 interchange. The closest access south of the industrial area on 1-75 is approximately two miles south of Gordon County in Bartow County. Union Grove Road is located approximately 2.31 miles south of a rest area on 1-75. Daily vehicular and truck trips generated by the industrial area is projected to be as much as 25,000 additional vehicles per day in the area in 2010.
Currently, east-west traffic movements from 1-75 in the southern portion of the City of Calhoun occur on State Route 53. These east-west movements are hampered by the number of driveways and turning movements from vehicles.
Traffic analysis of SR 53 indicates that additional widening would be needed before 2025 if relief is not given to the corridor. Traffic volumes on the existing four-lanes of SR 53 without construction the south bypass and additional interstate access would exceed 40,000 vpd in 2005 and 76,000 vpd in 2025. The levels-of-service would be "C" in 2005 and "F" in 2025, indicating a need to widen SR 53 by 2015. Widening SR 53 to six-lanes would be very detrimental to the area, as many businesses would be severely impacted due to their proximity to the existing roadway.
If a south bypass and new interchange on Union Grove Road are built, traffic would be diverted from the existing SR 53 corridor. Volumes on SR 53 would exceed 34,000 in 2005 and 57,000 in 2025. This will allow an acceptable level-of-service to be maintained along SR 53 until 2025, and widening would not be required. The level-ofservice will be "C" in 2005 and "0" in 2025.
In 1990, Gordon County, which includes the city of Calhoun, had a population of 35,067. To the south of Gordon County, Bartow County (including the city of

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Cartersville) had a 1990 population of 55,915. North of Gordon County, Whitfield County, which includes the city of Dalton, had a 1990 population of 72,462.

County

1970 .

1980

1990

Gordon

23,570

30,070

35,067

Bartow

32,663

40,760

55,915

Whitfield

55,108

65,789

72,462

Georgia

4,589,575 5,463,105 6,478,149

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* U.S. Bureau of the Census, March 1999

** Governor's Office of Planning and Budget, 1992

1998 (est)*

2010 (proj)**

% Change % Change

'80-'90

'90-'98

41,052

50,483

16.62

17.07

71,929

79,747

37.18

28.64

82,039

97,680

10.14

13.22

7642207 8,663,057

18.58

17.97

The table shows the strong growth of the area. All three counties are experiencing fairly rapid residential development. The area adjacent to the proposed interchange and west of 1-75 is changing from agricultural to industrial and manufacturing. The proposed new interchange will divert truck traffic from using the SR 53 interchange.

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202: General Information about the State Service Delivery Region Zoning or land Use Changes and Local Development Policies

Name of Development

Type of Development

Coosa Valley Recional Development Center

Bartow County

B1 Gold Kist. Inc

Industrial

B2

Residential

B3

Residential

B4

Residential

BS Northwest GA Pork

Commercial

B6

Industrial

B7Hix Properties

Residential

B8

Residential

B9 mini warehouses

Commercial

B10 townhomes

Residential

B11 office/car wash

Commercial

Zoning or land Use Chanqes

Address

Estimated # of

(Map Attached)

Trips Generated

RedComb Dr Miller Farm Rd Sprino Place Rd Black Rd Hwv 41 N Old Grassdale Rd Big Ditch Rd Grassdale Rd J.F.Harris(cj)Manninq Mill Cassville Rd Cassville Rd

304 454 269 454 1051 101 2056 1585 604 1141 172

Action Taken: (zoning change, site plan approved,
land developed, etc.)
0.99ac R-1 to I-I 5.84ac R-I to R-4 7.22ac A1 to R-1 5.94ac A-1 to R-4 3.908ac A-1 to C-1 3.463ac A-1 to 1-1 96ac A-1 to R-1 12.559ac A-1 to R-3 10.45ac R-1 to C1 9.11ac A-1 to R-3 0.63ac A-I to C1

Catoosa County CA1 CA2 CA3 apartments City of Rlnqqold CA4 Bluffview Subdivision Citv of Fort Qqlethorpe CAS CAG CA7 Colonv L.P.

Residentiai Residential Commercial-Residential

Pine Grove Rd 500 Old Mill Rd 3386 Bovnton Dr

Residential

Bluffview SUbdivision

Residential Residential Commercial

Steele Rd and Aviation Dr Steele Rd and Aviation Dr Lakeview Dr

2189 675 556
100
347 134 100

104ac A-1 to R1 23.3ac A-1 to R1 4.5ac R-l to CoR
Plat approval
10ac R1 to R:2 3ac Rl to R2 R-1 to C-1

Chattooqa County City of Summerville
CH1 motel CH2

Commercial Commercial

S.R. 114 n/ U.S. 27 Nonh Conqress St

176

Zonino Variance

100

R2 to C2

Dade County No chances occurred which indicated 100 or more trios.

Flovd Countv F1 convenience store F2 convenience store F3 car wash F4 church FS F6 F7 propane sales F8 auto sales F9 Neaton Rome

Commercial Commercial Commercial Residential Residential Residential Industrial Commercial Industrial

S.R. 20 @ AL state line U.S. 411(1i:!ALstate line U. S. 27 (ci) Glenwood RD U.S. 27 in Armuchee Blacks Bluff Rd Everett Sennas Rd U.S. 27 ail Primrose Rd Redmond Rd (a) Roqers Or Technoloov Parkway

1250 1250 432 100 100 423 100 1000 353

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A-R to C-C A-R to CC Special Use Permit in C-C Special Use Permit in SR Subdivison Approval Subdivison Aooroval S-R to LI Special Use Permit in C-C Location Announcement

Gordon County G1 G2 roof truss manufacturino G3 G4 retail flower shoo GS G6
Citv of Calhoun G7 day care center G8 Ouail Run Subdivision

Residential Industrial Residential Commercial Residential Commercial
Residential Residential

Miller's Ferry Rd Oarbv Rd Shope Lake Rd Covmcton Bridqe Rd NiCKelsville Rd S.R. 225 n/Pine Chaoel Rd.
East Belmont Dr Ouail Run Subivision

500 1925 1271 200 1051 1290
150 100

15.89 ac A-I to R-l 149.58 ac A-1 to 1-1 52.092 ac A-I 10 R-1 2.00 ac A-1 to C-1 40.90 ac A-l to R-l 6.90 ac A-' to C-l
0.906 ac annexed R-' 2 ac A-l 10 R1

G9

Commercial

Haralson County No changes occurred which indicated 100 or more trips.

Walker County Wl W2 Meadowbrook Park W3 W4 WS Vulcan Material W6

Residential Residential Residential Residential Industrial Commercial

Pauldine County PAl Golden South Distributors PA2 Industral Bid. Auth PA3 Ransome Develooment PA4 offices/warehouses PAS American Vision PA6 county park PA7 J&N Development PAS utility contracting PA9 JMC Development PA 10 convenience/car wash PA1l N,W, Metro Development PA12 apartments PA13 Lifetime Prooerties PA14 retail PAlS medical/retail
City of Dallas PA16 First Paulding Land Fund PA 17 First Paulding Land Fund

Commercial Industrial Commercial Commercial Commercial Recreation Residential Commercial Residential Commercial Residential Residential Residential Commercial Commercial
Residential Residential

Polk County City of Cedartown
POl real estate office City of Rockmart
P02 Jefferson Southern Core

Commercial Industrial

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235 West Line si ,
Longhollow Rd Garretts Chapel Rd Hoe Jowl Rd Colbert Hollow Rd Blue Hole Rd U.S. 27(O)Bicentenniai Tr.
Goldmine Rd @l Runnel Rd N, Industrial Bid Baowell Pwv@P, Scrincs Rd S.R. 92@Hunter Rd Seabord Av(O)Rosedale Dr Mt Tabor Rd(a)E. Paulding Dr Mulberv Rock@Bvron Miller Parker@Dalias-Acworth Rd Dallas Nebo Rd(a)S.R.61 S.R.6Hj)Scogeins Rd Cleburne Rd@)U.S, 278 All Hwv(1ilWilbanks Cr Nebo Rd(a)Ashlev Ln S,R.61 raJ Ridoe Rd Ridge Rd(O)Ravlce Rd
Merchants Dr Merchants Dr
John Philips Rd
S.R. ;01

531

2.1 ac I-G to C-2

343 112 146 100 101 1106

plat approval plat approval plat approval plat approval 16.63ac A-1 to 1-1 0,61ac R-2 to C-1

1144 1059 29253 674 497 463 103 301 1512 1418 2486 5969 307 6966 380
2293 2044

6.22 ac R-2 to B-1 9,634 ac R-2 to 1-1 81ac A-1 to B-2 11.104 ac R-2to 8-2 2:342 ac R-2 to B-2 155 ac desionated as a park 2.13 ac B-1 to R-2 2.142ac R-2 to B-2 64.953ac A-1 to R-2 2.644ac R-2 to 8-2 19.49ac 0&1 and 1-1 to R-4 45.832ac B-2 to R-4 8.55ac A-1 to R-2 19.4ac R-2 to NB 7.94ac R-2 to NB
33.9 ac rezone w/stipulations 70ac rezone w/stioutations

202

310ts R-1 to C1

396

Location Anoucement

Policy Type (zoning ordinance, subdivision regulation. etc.)
Road Acceptance

Location (City/County) Bartow County

Local Development Policies

Nature of Policy Change

Cannon Court: Cannon Circle: Westminster Drive: Londonberrv Wav: Abinoton Court: Laurel Cove: Cathedral Heiqhts: Green Gable Point; Brandon Ridge: Quail Hollow Drive; Honev suckle Drive Blackbenrv Ridge: Dewbenrv Lane: Peppermill Drive: Shaker Court: Arnebellurn Court: Ventage CourrAztec Wav: Chippewa Wav: Arahaho Drive: Chippewa Drive: Cass Station Pass: Slarliqht Drive: Standard Court: Imperial Court

Gordon Countv City of Calhoun

Hunters Crossino: Oak Hill Place: Walnut Hill Drive Streets of Summer Trace Subdivision

Pualdino County

Saddle Brooke Farms: Saddle Brooke Drive: Steeple: Steeoie Chase Trail: Bridle Court: Saddle Horn Place

Road Closure/Abandonment

Bartow County

Reiect Road

Chaltoooa County City of Summerville

Lee Street Allev

Floyd County City of Rome

Cherokee Street from Hardy Avenue to Nixon Avenue: portion of Tolbert Street

Pauldinq County

Lester Road (a.k.a. Timberwood Trail)

Zonina Ordinane Amendment

Catoosa City of Rinccold

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Minutes of July 10,2000 Council to consider the followinq chances to the Rinqqold Planninq and Zonina Ordinance and Rincnold Subdivision Ordinance: After a brief discussion, a motion was made bv Council Member Bill McMillon seconded bv Council Member J.B. Petty to adoot the followinq chances to the Rinoooid Planning and Zoning Ordinance and the RinQoold Land Subdivision Ordinance pendinq specifications: larqer qreen space between the curb and sidewalk, plavorounds with approved equipment, need more crisscross streets in subdivisions not cut-de-sacs. streetlight specifications and/or approval by the City, pool and clubhouses for larcer apartment complexes, more than one entrance into subdivisions. commercial and residential zoning mixed and contact DOT about the specifications for a buffer zone by the interstate. Vote was unanimous. Motion carried.

Gordon County City of Calhoun

Increased the number of members on the Zoning Advisorv Board from four to five

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TRAFFIC FLOW ANALYSIS
The Department prepared traffic projections for the area for both a 'build' and 'no-build' scenario. The build scenario also includes the extension of Union Grove Road to form a south bypass of the City of Calhoun. Capacity analyses were prepared using the basic, 'no-build' scenario and the 'build' scenario.
The 2005 and 2025 'build' conditions were analyzed for the 1-75 mainline. These analyses were conducted using software and methodology from the Highway Capacity Manual.
The weaving length between the proposed interchange and interchanges north and south of it is greater than 2,000 feet. The Highway Capacity Manual indicates that weaving lengths of greater than 2,000 feet do not need to be analyzed; therefore, the weaving analysis was not performed.
EXISTING NUMBER OF LANES
Currently, Interstate 75 is three lanes in each direction. The Department has recognized a future need for 1-75 in this area to be widened to four-lanes in each direction, however these projects have not yet been added to the Department's work program.
State Route 53 is currently four lanes wide from before the proposed western terminus of the south bypass, to approximately one mile east of the 1-75 interchange. The road then tapers to two lanes and will remain two lanes wide to beyond the intersection of the eastern terminus of the south bypass. The Department currently has a project under construction on SR 53 at 1-75 for an interchange improvement that will widen the bridges over 1-75 and add additional turning lanes for traffic traveling onto the interstate.
Union Grove Road is currently two lanes wide. Using the projected volumes under the "build" conditions, the south bypass will be four lanes in width from the western terminus at SR 53, and easterly to beyond 1-75. Existing Union Grove Road will be widened to four.lanes as part of this project.
COMMUNITIES SERVED
Portions of the proposed interchange and south bypass will fall within the city limits of Calhoun, and will serve the areas south of the downtown Calhoun area: The south bypass will also improve access for rural areas of southern Gordon and northern Bartow Counties.

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DISTANCE BETWEEN INTERCHANGES

The proposed Union Grove Road interchange is located approximately 4.60 miles north of the Folsom Road (SR 140) interchange in Bartow County and 1.97 miles south of the SR 53 interchange in the city of Calhoun. The following tables show the center to center interchange spacing if the proposed new interchange is constructed. The existing spacing is 6.19 miles (see Tab 7).

PROPOSED INTERCHANGE SPACING

From

To

Spacing (miles)

Cassville-White Road

Folsom Road (SR 140)

9.21

Folsom Road (SR 140)

Proposed Interchange

4.60

Proposed Interchange

Fairmount Highway (SR 53)

1.97

'Fairmount Highway (SR 53) Red Bud Road

2.79

Average Spacing

4.64 miles

(The existing average interchange spacing is 6.19 miles)

MAINLINE ANALYSIS

Mainline 1-75 capacity analyses were prepared for the Basic Condition and the Build Condition. Mainline 1-75 capacity analyses begin at south of the proposed Union Grove Road interchange, and terminate north of the SR 53 interchange. Capacity analyses are attached (see Tab 9).
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CROSS ROAD ANALYSIS

Traffic on SR 53 was analyzed both with and without the proposed Union Grove Road interchange in place. Union Grove Road was analyzed with the proposed interchange in place. The capacity analyses are attached (see Tab 9).

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DESIGN CONSIDERATIONS
The Office of Road and Airport Design developed a preliminary layout of the proposed new interchange on 1-75 between exits 306 and 312. This layout is a diamond configu ration.
The proposed interchange design will be coordinated with other projects that are currently in the Construction Work Program.
The estimated costs for this project are as follows:

Union Grove Road Interchange
South Calhoun Bypass including Union Grove Road improvements
TOTALS

Right-of-Way Cost Construction Cost

$2,568,000

$6,940,000

$2,179,000

$19,1.78,000

$4,747,000

$26,118,000

ENVIRONMENTAL STATUS
As a part of FHWA approval of new access points on completed Interstate highways, NEPA procedures must be followed. Since only the concept has been developed on the South Calhoun Bypass and interchange project, only preliminary environmental work has been completed to date. A site visit has been made to the project by the environmentalist, and preliminary environmental concerns have been identified. The bypass and interchange projects will be submitted as one document. Environmental concerns are as follows:



Approximately 5.07 acres of Wetlands affected. Nationwide 14 USAC Permit.



No eligible historic resources impacted. 106 required.



Skull Caps known but not impacted. No other known T & E species involved at

this time.



No known eligible archaeological sites.



No parks within project limits.



No known cemeteries within project limits.



No stream channel changes proposed.

The level of environmental analysis will be an Environmental Assessment. Investigation of Underground Storage Tanks and Hazardous Waste Sites has not yet taken place.

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RECOMMENDATIONS
The Department requests a break-in-access be approved for 1-75 at Union Grove Road which will serve as the South Calhoun Bypass. This new interchange and south bypass would provide improved access to 1-75 from the 3,000 acres of land zoned for industrial use; relieve future congestion on SR 53 near 1-75 in Calhoun; eliminate the need to widen SR 53 before 2025; give direct access to 1-75 to motorists in the south Gordon and north Bartow county area; and improve access to the regional airport.
It is the Department'sopinion that beyond an additional interchange, no other feasible alternatives are available to adequately address this growing area's existing and future transportation needs.

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PROJECT LOCATION MAP

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2

SCALE IN MILES

BOURCE:GENERAL HIGHWAY MAP,GORDON CO. GEORGIA PREPARED BY THE GEOIlGIA Df;PARThlENT OF TRANSPORTATION,I99'l

LOCATION

STRIP MAP.,.....
STP-OOMS(7), NH-STP-75-,.3(203) SOUTH CALHOUN BYPASS
GORDON COUNTY
P.I.# 662510 & 610870
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INTERCHANGE SPACING DIAGRAM

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INTERCHANGE SPACING DIAG

Proposed Union Grove Road Interchange and South Calhoun Bypass
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TRAFFIC DIAGRAMS

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SHEET 1 or

1270001 16000
S. IND. BLVD.

(a 1000 1
48000
SR 53

1225001 13000

<790001 46500

(79500) 46500

(76500) 45000

( 14000) 9000
o
0:
a
o'"
0:
g ( 10500)
a: 6500

BASIC CONDITION

; 121000) '"
12000 .~..
0:
'"
SALE~ RD.

(40001 2500 FLOWER RO.
o 1100001 0:
6000 ~

IN]

1

11075001 63400

(20000) 11500

(9000) 5500
UNleN

(6500) 3500
CROVE RD.

T

<520001 30500

u0:

(152501 ~ ,9750 0
.oo
.J .J W <D
OU7LET MALL

(27750) 5250

16250) 3500

(6000) 3250
(5000) 2500

GEORGIA DEPARTMENT OF TRANSPORTATION OFFICE OF ENVIRONMENT ILOCATION

(262501 14500

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0:

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5

ci

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IM-75-312031 STP-OOMS(7) P. 1.11 610870
6. 662510
GORDON COUNTY
UNION GROVE RD ., 1-75
2005 ADT 000 2025 ADT (000)
T = 71.
24 HR. T = 101-
:gq S. U. = 31.
COMB. = T1.

'---------------------------------------------------
d:/rgl/traffic.dgn/610870.dgn Apr. 20, 1999 08:01:07

SHEET Z 0, ,

( 75500) 45000
SA SJ

(73500 ) 43500

(67500) 40000

(64500) 38500

(26000) 15500

( 15500) 9000

S. IND. 8LVO.
(230001 13500

(4000 ) 2500
fLOWER RD.

ao:

~
..ao:

'",

:l:
( '4000 1 ~

8000 a:

ALTERNATE CONDITION

1M

(112000 ) 66000
r

(21500) 12500

( 15000) 6500
ao:

..a:

SALE'" RD.

.:1

;

VI

., (21500 )

:> "-

12500 a:

VI

(145001 6500
UNION

143500 ) 26000

au:
(21250) 12000

( 13250) ci
8500 a:
0 0 0 ~
-' -'
W <D
OUTLET MALL
(7250) 4250

GEORGIA OEPARTMENT OF TRANSPORTATION OFFICE OF ENVIRONMENT ILOCATION

(19750 ) 11250

g..

o

oJ

5

:l:

(7000 ) 4000
( 15000) 8000

i 12500) ~ 1250

IM-75-)(203) STP-OOMS!71 P.J,# 610870
& 662510
GORDON COUNTY
UNION GROVE RD. lJ 1-75
200S ADT DOD 2025 ADT (000)
= T 7'1.
24 HR. T 10",t S. U. = 3'1. COMB. = 7'1. :/~

d:/rgl/traffic.dgn/610870.dgn Apr. 20, 1999 08:01:30

SHEET J or ~

2005 2025

ADT ADT

==(

000 000)

'I (61500) U" 161'001

36250

}6Z~O

"",J -t.,

9150

9150

-

1)8 22 SA

50~'1~122O50 Y'"(/1~442276558000g1 ~

\...
1\~~So'O"t I 2jjs'go~I1260001

10~0~

'2'~00~'I'PO~2'~001

15 S?

6 00

12650

"25 $R 53

0

-

'HW...J. HS'V'W8' _c,e2S01~e8J1SSO5QI

22500

12(50)

150

~li(f~6 ~81 ' S011'24H0500OJ::::

::-

---J?600 152'>0

01_

I

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l<2U&5105001 /

'l1~'\ ~'1l'8ii'

2025 2025

AM PM

DHV DHV

==(000000)

CEORCIA DEPARTMENT Of TRANSPORTATION OfFICE OF ENVIRON~ENTILOCATION

BAsrc CONDIT/ON

'ma8' 'm68'
- Img'--.-;...---il------I~~S8'UN I ON GROVE RO.
- 'm8'--------:=I==+:=-------'m8'-

-,m, - - -i l_ ---'m'-
UNION CROVE RD.
- 1m' --------:=+==+:=------- 'm' -
1"'-75-3(203 ) STP-00MS(71
P. I n 61 0870
~ 662510 GORDON COUNTY
= UNION CROVE RD. " 1-75 2005 AOT 000 2025 AOT (000) T 71= 24 HR. T = 10'1. S.U. 3'1. COMB. = 77. :/'},

d:/rgl/traffic.dgn/610870.dgn Apr. 20, 1999 08:01:41'

-
SHEET OF

2005 2025

ADT ADT

==(O0O00Ol

2025 AM DHV = 000 2025 PM DHV = (000)

GEORGIA OEPARTMENT 0F TRANSPORTATION OFFICE OF ENVIRONMENT ICOCATlON

I ~l~g8' ~ r ~6~g8 I

A 1\'02501 11602255001

'

62'50

- [2'18255000'...........,':t1:M:2'2.022855~'00/ 1'?~g5g''m ..0.gL1-g03.0'.0.~0L..8.lg50g"g-'0'21000101502l01~'Hg'SRg8S3'_

-1?n~81----=::::::1.. -~ SR 53

' '2~000 0 112501
'~500' ,pO

',261205000"

11182155-R-=:.-..-.-.-1'2200000 00'_

I

(3500 111250)
I 2 / 750

.

.

250"

'565g8'

'.

(<1501 J,OOO \

r1/<750' lOOO

ALTERNATE

'u'156000' 156000'
llOOO )'000

.16l550000

6l550000 I

-

~OO :&l~ '7 140001

(~~~8g'

2 I 50

I

,

I'J1O00O0OI-----:'8:5:0r'I0J05~0.5J1.050 000

In~g)'
<9250' __
50r-- 5000 '650 UNION GROVE RD.

---11JOOO'~ llls5 (~j60)

j

00 1

'~~68~(~&6gl-

1000

1)250 I <501 0 0 0 0 ' 0 '3'7pg0lll050000'

1100 ' \

149500)



""

"250'
zzoc

r " 29500 1/'2501 co

15)750' 31100 (S'7501
)1100
I7I

I
(~m'7Im6)

A- 1\225,

c: .'
!: .<

1600'

600

1225 15100)

,

.. ,

/

4150

"-.122S)

0'(

"15'/.. I

(1000' 125

.

-';~gg)----ro=o=orlmi2Z26"5~1~~J6~1 11.4752'650'0'-------

113501_ S1A12553

'mg~(~m' 'a56'~'m6'- SA 53
_12900'~. n 1100

111I00/1l5,,0 '

'<.4'05"'10500 '

250

111501

I I CONDITION

VIii' 5100
'118'

1M

1

15650 I ('lISOO I
'500 5650

' 6 6257 5 1 1 j ( 6 26155 '

(49751

'-

-':m'~1615L'0U15S~100UNION fJ751~/OOI 3815

"25 200

18001

JO~ "'-1200)

(42'51 HS f

751~

I1J0r0<~:OJ

_

1000

GROVE RD.

- I'0l5'0 251~''( J12T0~5510)"2155'

I I ''50 I

f l~8 1:;:;::---- t '101~O l _
1l2;1''-111/2551

22 ' \
"\
I ~gg'

Il815' /
49v7$igg)

IM-75-3 ( 203 J

STP-OOMS(7) P. ).# 610870
6. 662510 GOROON COUNTY
UNION GROVE RO. ~ 1-75
2005 AOT = 000
2025 AOT = (0001
T = 77. 24 HR. T = 101.
= S.U. 31. RGL
COMB. u 77. (1/9

d:/rgl/traffic.dgn/610870.dgn Nov. 24, 1999 10:36:20

..

SHEET 1 OF 2

11)500 I ""00' r150 1150

I
110000'1100001 5900 5900

r'~~8g'

1150 I )50
mg '.,;>--' mg' --oo:<:::~
I sao)
150

;;
wz

'" I HIZ501 .nlle2~OI

9100 cr gTOO

v>

.'o"

(iJg88' ,U888 I

. "~OOI 8 "5;0):

HiS

2625

'mg' 'm8' ~

1:1 'm' I<oog' lllOOO) 7000 GROVE

--

--

=::21:,1U95000'2'gJ550~00') OO53O50o:X'2'65 TSJ6'OJ~5~ O)0 ,

n

5g'
soo
ROAD

J I

'rm ..25g' "750

'JOOO'------.::::::.JOO'

7000

'1150)

'~~OoO"

'~26~00)

'~~~g~

'Hag)"OOO)

500

~15'75500,107'50

1100 '\.

-;/ 500

H\

-, 'm88' /

~ ' m8'
:c,

'" (11501 \D 111501 IS 15 cr IITS IU I

'?888 ,~ '~gggl 1:Ji I
'm'
t62255 f " 51105 ) a
I iggg) ~ '~ggg I
>v> 0", 0: 00:
SU
z
::>

d:/rgl/traffic.dgn/662510.dgn Nov. 24, 1999 13:29:08

CEORCIA DEPARTMENT OF TRANSPORTATION OFFICE OF ENVIRONMENT ILOCATION

ALTERNATE II

CONDITION

--.

[NI

I

"0250' ~150 . (102501 S750

STP-QOMS(7) IM-75-3(203) P. I.tt 662510
6. 610870 GORDON COUNTY UNI ON CROvE RD. a I - T5
= 2005 ADT 000
2025 ADT a (000)
24 HR. T = 101.
S.U. = 31.
COMB. 71. AG'
I' /9

SHE! 2 or 2

GEORGIA DEPARTMENT OF TRANSPORTATION , OFFICE OF ENVIRONMENT ILOCATION

"w
'n'g.'>--

:;
a:
'"
!
-J
'"
~ :-sc

'mg' :"'mg' v>

(r88' ~ (~ggl
I; I
.'z"
cr ,
U ::I

14500 I 5650
, /1J

(i~6I'OOg'5l25Is0'

ao: r
~~
IW ~u' "lS''''", liS

'm' ~"'n6' V1

'm' 'm' 0

'mg'--=7 r GROVE

42 'l0O8'
6 T5 .tOOO 11050'

M "'25,---=-825

'8001Hl~~~1l'JSoe T~ "~~50'

240 'ZOl50 0

1075

700

ROAD , 'Hg'

'16~g'

'Z25':::o--"000'~'6TO'

Ji

'so'
100

1,:", "g'e 16l~''''''

'i!'l8oO'I?----

';68'

--E--
',g'

-----="'5551

'm'

EXT.

'HI

~:::---'H2SS' - -

1050

-1J-7~' "27~5' 22 ' \

'225' 50

/ 'nl~'

31;"115) '25

115

---.. l80 "60'

1901 GO

'~8''3V0'lg'

---... 295 1165)

<J5' 6S 1 20 .l

85

','N')O

) - - .'5.68'

'~ggl : 1/'~gg'

Ieo

gI

r
'W~'

'fgg': ')68'
.1 u I

'm' ~",'m'
~: u
5

'~W'

16501 12Z5

"::>

ALTERNATE I I CONDITION IN!
J
5TP-OOMS(7)
IM"-75-312031 P.I.n662510
&. 610870 GORDON COUNTY
UNION GROVE AD. (J 1-15 2025 AM OHV 000
2025 PM DHV a (000) T ~ 77.

d:/rgl/traffic.dgn/662510.dgn Nov. 24, 1999 13:29:26

Mainline 1-75 Capacity Analyses Summary

North/South
North/South
Northbound through movement enterin interchange Northbound through movement exitin interchange Northbound through movement enterin interchange Northbound through movement exitin interchan e Southbound through movement entering interchange Southbound through movement exitin interchange Southbound through movement enterin interchan e Southbound through movement exitin interchange Ramp to Northbound 1~75
Ramp to Northbound 1-75
Ramp to Southbound 1-75
Ramp to Southbound 1-75

2005 AMJPM Without improvements

C

2025 AM/PM Without improvements

D

2025

-AM With improvements

D

2025

AM With improvements

E"

2025

PM

With improvements

C

2025

PM

With improvements

C

2025

AM With improvements

C

2025

AM With improvements

C

2025

PM

With improvements

D

2025

PM

With improvements

D

2025

AM With improvements

D

2025

PM

With improvements

C

2025

AM

With improvements

C

2025

PM

With improvements

D

.J

.J

SR 53 Capacity Analyses Summary

Richard Rd.

1-75

2005 With improvement

C

Richard Rd.

1-75

2025 With improvement

E

Richard Rd.

1-75

2005 Without improvement

C

Richard Rd.

1-75

2025 Without improvement

F

1-75

Bellwood

2005 Without improvement

B

1-75

Bellwood

2025 Without improvement

B

1-75

Bellwood

2005 With improvement

B

1-75

Bellwood

2025 With improvement

C

Richard Rd.

Bellwood

2005 With improvement

C

Richard Rd.

Bellwood

2025 With improvement

D

Union Grove Road Signalized Intersections (2025 with improvement)

Ramps east of interchange Ramps east of interchange Ramps west of interchange Ramps west of interchange Marine Road /Mohawk Ind. Marine Road /Mohawk Ind. CR 68/Belwood Rd. CR 68/Belwood Rd.

AM

c

PM

D

AM

B

PM

c

AM

c

PM

C

AM

C

PM

C

,J
HCS: Freeways Release 3.1b

10ne: -mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL PLANNING ANALYSIS

_

Lghway/Dir. Travel:
rom/To :
Jency or Company: .iaLys t : 1alysis Time Period: lrisdiction: 1alysis Year: :ite Performed:

I 75 without
2025 6/14/01

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME

_

Jerage Annual Daily Traffic, AADT ~oportion AADT During Peak Hour, K ~rcent of Traffic in Peak Direction, D oLume , DDHV ~ak-Hour Factor, PHF 1mber of Lanes, N er r-a i n Type
Grade Segment Length rucks and Buses ~ucks and Buses PCE, ET ~creational Vehicles ~creational Vehicles PCE, ER ~avy Vehicle Adjustment, fHV ~iver ~opulation Adjustment, fp ~rvice Flow Rate, vp

107500 0.09 60 5805 1. 00 3 Level 0.00 0.00 5 1.5 2 1.2 0.97 1. 00 1991

vpd % vph
% mi % %
pcphpl

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _FREE-FLOW SPEED

_

~ee-Flow Speed:

Measured

FFS or FFSi

70.0

mph

arie Width

12.0

ft

:ine Width Adjustment, fLW

0.0

mph

Lght-Shou1der Lateral C1ea~ance

6.0

ft

:iteral Clearance Adjustment, fLC

0.0

mph

1terchange Density

0.50

interchange/mi

1terchange Density Adjustment, fID

0.0

mph

1mber of Lanes, .N

3

1mber of Lanes Adjustment, fN

3.0

mph

jjusted Free-Flow Speed

70.0

mph

Adjusted free-flow speed cannot be less than 55 mph.

_.'_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _RESULTS,

rvice Flow Rate, vp justed Free-Flow Speed, FFS erage Passenger-Car Speed, S .mber of Lanes, N .n s i t.y , D Nel of Service, LOS

:1991 70.0 64.9 3 30.7
D

_
pcphpl mph mph
pc/mi/ln

.. HCS: Freeways Release 3.1b

hone: -mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL PLANNING ANALYSIS

_

ighway/Dir. Travel: rom/To: gency or Company: nalyst: nalysis Time Period: urisdiction: nalysis Year: ate Performed:

I-75 (without)
2005 6/14/01

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME,

_

verage Annual Daily Traffic, AADT' roportion AADT During Peak Hour, K ercent of Traffic in Peak Direction, D olume, 'DDHV eak-Hour Factor, PHF umber of Lanes, N errain Type
Grade Segment 'Length
rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicles PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fp ervice Flow Rate, vp

63400 0.09 60 3424 1. 00 3 Level 0.00 0.00 5 1.5
2 1~2 0.97 1. 00 1177

vpd
%
vph
% mi % %
pcphpl

_________________FREE-FLOW SPEED

---'-

_

Lee-Flow Speed:
FFS or FFSi ane Width ~ne Width Adjustment, fLW ight-Shoulder Lateral Clearance ~teral Clearance Adjustment, fLC ~terchange Density ~terchange Density Adjustment, fID ~mber of Lanes, N ~mber of Lanes Adjustment, fN jjusted Free-Flow Speed
Adjusted free-flow speed cannot be

Measured 70.0 12.0 0.0 6.0 0.0 0.50 0.0 3 3.0 70.0 less than 55

mph.

mph ft mph ft mph interchange/mi mph
mph mph

~_---,-
ervice Flow Rate, vp .djusted Free-Flow Speed, FFS
verage Passenger-Car Speed, S 'umbe.r of Lanes, N -en s i t.y , D level of Service, LOS

RESULTS
1177 70.0 70.0 3 16.8
C

_
pcphpl mph mph
pc/mi/ln

l ; .~ "

j

,~ ,

HCS: Multilane High~~Ys R~ie~se 3.1b

)hone: ~-mail :
_____________~

Fax: OPERATIONAL ANALYSIS

lighway: malyst: 'rom/To: malysis Year:
length:
la t e :

1-75 Mainline(North/South)
2025 AM (through) 4/ 6/ 01

___________________FREE-FLOW SPEED

Direction ree-Flow Speed:
FFS or FFSi edian Type edian Type Adjustment, FM ane Width ane Width Adjustment, FLW ateral Clearance:
Right Edge Left Edge Total Lateral Clearance 3.teral Clearance Adjustment, FLC :::cess Points per Mile :::cess Points Adjustment, FA :1justed Free-Flow Speed

1

Measured

60.0

mph

0.0

mph

12.0

ft

0.0

mph

6.0 6.0 12.0' 0.0 0 0.0 60.0

ft ft ft mph
mph mph

~_

_

2

Measured

60.0

mph

0.0

mph

12.0

ft

0.0

mph

60

ft

6.0

ft

i2.0

ft

0.0

mph

0

0.0

mph

60.0

mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME,

Direction
Lume , V
~ak-Hour Factor, PHF ~ak 15-Minute Volume, v15 unbe r of Lanes .rr a i,n Type
Grade Segment Length ucks and Buses ucks and Buses PCE, ET creational Vehicles creational Vehicles PCE, ER avy Vehicle Adjustment, fHV iver Population Adjustment, fp rvice Flow Rate, vp

1
4975 1. 00 1244 3 Level. 0.00 0.00
7
1.5
o
1.2 0.97 1. 00 1716

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _RESULTS

Direction

1

vph
%
ml
% %
pcphpl

2
3875 1. 00 969 3 Level 0.00 0.00 7 1.5 0 1.2 0.97 1. 00 1337

2

_
vph
%
mi %
%
pcphpl _

er v i.c e Flow Rate, vp )justed Free-Flow Speed, FFS rg. Passenger-Car Travel Speed, S eve I of Service, LOS
sn s i t.y , D

1716 60.0 58.0
D
29.6

pcphpl 1337

mph

60.0

mph

60.0

C

pc/mi/ln 22.3

pcphpl mph mph
pc/mi/ln

'\. .~ \ : J

,

HCS: Multilane Highways Release 3.1b

.ione : -mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S,

_

Lghway:
'iaLys t : com/To: 1alysis Year: eriqt.h :
~te:

1-75 Mainline (North/South)
2025 AM (out) 4/6/01

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _FREE-FLOW SPEED

_

Direction cee-Flow Speed:
FFS or FFSi ~dian Type ~dian Type Adjustment, FM ane Width ~ne Width Adjustment, FLW ~teral Clearance:
Right Edge Left Edge Total Lateral Clearance lteral Clearance Adjustment, FLC :cess Points per Mile :cess Points Adjustment, FA jjusted Free-Flow Speed

1

Measured

60.0

mph

0.0

mph

12.0

ft

0.0

mph

6.0

ft

6.0

ft

12.0

ft

0.0

mph

o

0.0

mph

60.0

mph

2

Measured

60.0

mph

0.0

mph

12.0

ft

0.0

mph

6.0

ft

6.0

ft .

12.0

ft

0.0

mph

.0

0.0

mph

60.0

mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME

_

Direction
oLume , V
~ak-Hour Factor, PHF ~ak 15-Minute Volume, v15 .imber of Lanes ~rrain Type
Grade Segment Length Lucks and Buses Lucks and Buses PCE, ET .~creational Vehicles ~creational Vehicles PCE, ER ~avy Vehicle Adjustment, fHV Liver Population Adjustment, fp ~rvice Flow Rate, vp

1
5650 1. 00 1413
3
Level 0.00 0.00
7
1.5
o
1.2 0.97 1. 00 1949

vph
%
mi
% %
pcphpl

2
4175 1. 00 1044
3 Level 0.00 0.00
7
1.5
o
1.2 0.97 1. 00 1440

vph
%
mi
% %
pcphpl

_ _ _ _ _ _ _ _ _ _~

RESULTS

_'__

_

Dir~ction

1

2

, rvice Flow Rate, vp j~sted Free-Flow Speed, FFS .g. Passen<;rer-Car Travel Speed, S
vel of Service, LOS nsity, D

1949 60.0 56.6
E
34.5

pcphpl 1440

mph

60.0

mph

59.8

C

pc/mi/ln 24.1

pcphpl mph mph
pc/mi/ln

HCS: Multilane Highways Release 3.1b

orie :
nail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S

_

~hway:
alyst: om/To: alysis Year: ngth: te:

1-75 Mainline (North/South)
2025pm (through) 4/6/01

--:

FREE-FLOW SPEED

_

Direction ee-Flow Speed:
FFS or FFSi .d i an Type .d i an Type Adjustment, FM one Width ,ne Width Adjustment, FLW i t.er a I Clearance:
Right Edge Left Edge Total Lateral Clearance i t.e r a L Clearance Adjustment, FLC ;cess Points per Mile ic e s s Points Adj us tmen t, FA Ijusted Free-Flow Speed

1

Measured

60.0

mph

0.0

mph

12.0

ft

0.0

mph

6.0

ft

6.0

ft

12.0

ft

0.0

mph

0

0.0

mph

60.0

mph

2

Measuroed

60.0

mph

0.0

mph

12.0

ft

0.0

mph

6.0 6.0 12.0 0.0 0 0.0 0
60.0

ft ft ft mph
. mph mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME.

_

Direction
oLume , V
~ak-Hour Factor, PHF ~ak 15-Minute Volume, v15 ~mber of Lanes 2rrain Type
Grade Segment Length rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicles PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fp ervice Flow Rate, vp

1 3875 1. 00 969
3 Level 0.00 0.00
7
1.5
o
1.2 0.97 1. 00 1336

vph
% mi % %
pcphpl

2 4975 1. 00 1245
3 Level 0.00 0.00 7 1.5 0 1.2 0.97 1. 00 1717

vph
%
mi %
%
pcphpl

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ RESULTS

-r-r-r-

_

Direction

1

2

cvice Flow Rate, vp .justed Free-Flow Speed, FFS J. Passenger-Car Travel Speed, S vel of Service, LOS
flsity, D

1336 60.0 60.0
C
22.3

pcphpl 1717

mph

60.0

mph

58.0

D

pc/milln 29.6

pcphpl mph mph
pc/mi/ln

HCS: Multilane Highways Release 3.1b

.one: mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL ANALYSIS

_

.ghway: .aLy s t : om/To: ia Ly s i s mqt.h : i t.e :

Year:

I~7S Mainline (North/South)
202Spm (out) 4/6/01

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _FREE- FLOW SPEED

--'-

_

Direction :-ee-Flow Speed:
FFS or FFSi sdi an Type ~dian Type Adjustment, FM :me width ~ne Width Adjustment, FLW ~teral Clearance:
Right Edge Left Edge Total Lateral Clearance 3teral Clearance Adjustment, FLC ccess Points per Mile ccess Points Adjustment, FA djusted Free-Flow Speed

1

Measured

60.0

mph

0.0

mph

12.0

ft

0.0

mph

6.0

ft

6.0

ft

12.0

ft

0.0

mph

o

0.0

mph

60.0

mph

2

Measured

60.0

mph

0.0

mph

12.0

ft

0.0

mph

6.0

ft

6.0

ft

12.0

ft

0.0

mph

o

0.0

mph

60.0

mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME

_

Direction olume, V eak-Hour Factor, PHF eak lS-Minute Volume, v15 umber of Lanes 'errain Type
Grade Segment Length 'rucks and Buses 'rucks and Buses PCE, ET ~ecreational Vehicles ~ecreational Vehicles PCE, ER [eavY,Vehicle Adjustment, fHV >river Population Adjustment, fP ;ervice Flow Rate, vp

1 4500 1. 00 1125 3 Level 0.00 0.00 7
1.5
o
1.2 0.97 1. 00 1552

vph
% ml % %
pcphpl

2
5475 1. 00 1370 3 Level 0.00 0.00 7 1.5
o
1.2 0.97 1. 00 1890

vph
% mi % %
pcphpl

_ _ _ _ _ _ _ _ _ _ _ _..:..-

RESULTS

~

_

Direction

1

2

rvice Flow Rate, vp justed Free-Flow Speed, FFS g. Passenger-Car Travel Speed, S vel of Service, LOS nsity, D

1552 60.0 59.0 C. 26.3

pcphpl 1890

mph

60.0

mph

56.9

D

pc/mi/ln 33.2

pcphp l mph mph
pc/mi/ln

HCS: Ramps and Ramp Junctions Release 3.1b -

ne: .a i.L:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _MERGE ANALYS1S,

_

:ation: i Lys t : tlysis Time Period: :e Performed:

1-75 Ramp (Northbound)
2025 AM 4/6/01

_ _ _ _ _ _ _ _ _FREEWAy-RAMP COMPONENTS AND CHARACTER1ST1CS

_

pe of Analysis eeway Data: mber of Lanes in Freeway ee-Flow Speed on Freeway lume on Freeway
Ramp Data: de of Freeway unbe r 0 f Lanes In Ramp :ee-Flow Speed on Ramp i l ume on Ramp mqt h of First Acoe L'Dece I Lane ?ngth of Second Accel/Decel Lane ljacent Ramp Data if one exists: )es adjacent ramp exist? )lume on Adjacent Ramp )sition of Adjacent Ramp fpe of Adjacent Ramp istance to Adjacent Ramp

Merge
3 60.0 4975
Right
1
40.0 675 500
No

mph
vph
mph
vph
ft . ft
vph
ft

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME ADJUSTMENT

_

unction Components

Freeway

Ramp

'errain Type Grade Length
Tolume, V (vph) )eak-Hour Factor, PHF
?eak IS-min Volume, vIS rrucks and Buses rrucks and Buses PCE, ET Kecreational Vehicles Recreational Vehicle PCE, ER Heavy Vehicle Adjustment, fHV Driver Population Adjustment, fp Service Flow Rate, vp

Level
%
mi 4975 1. 00 1244
7 1.5
o
1.2 0.966 1. 00 5151

Level
%
ffil
675 1. 00 169 7 1.5
o
1.2 0.966 1. 00 700

_ _ _ _ _~

and ~,ANALYSIS RESULTS of MERGE AREAS

Adjacent Ramp Level
% mi .
vph
v %
%
pcph
_

Estimation of Flow entering Lanes 1 and 2: Proportion of Freeway Vehicles

Lanes 1 and 2, P = 0.591 Using Equation 2
FM
")w in Lanes 1 and 2, v = v (P ) = 3047 pcph
12 F FM

pacity Checks:

Actual

Maximum

LOS F?

v

5851

6900

No

FO

v

3747

4600

No

R12

vel of Service Operation (if not LOS F) :
nsity, D = 5.475 + 0.00734 v + 0.0078 v

- 0.00627 L

= 31+

R

R

12

A

:vel of Service for Ramp-Freeway Junction Areas of Influence D

.e ed in Ramp Influence Area, S

52.0

R

pc/mi/ln mph

l.anni nq .3.. DOT

HCS: Arterials Release3.1b

hone: -Mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS

rterial: irection: ile or Case #: repared By: ate:

State Route 53 2005 with Union Grove Interch 11/30/99

_______________Traffic Characteris tics

nnual Average Daily Traffic, AADT 'lanning Analysis Hour Factor, K lirectional Distribution Factor, D 'e a k Hour Factor, PHF .djusted Saturation Flow Rate 'ercent Turns from Exclusive Lanes

34500 0.100 0.600 0.900 1800 50

vpd
pcphgpl %

______________Roadway Characteris tics

lumber of Through Lanes One Direction, N 'ree Flow Speed, FFS ~rterial Class ;ection Length 1edian .e f t, Turn Bays

2
45 2 1.10 Yes Yes

_ _ _ _ _ _ _ _ _--'-

Signal Characteristics

mph miles

3ignalized Intersections \rrival Type,' AT
3ignal Type (k = 0.5 for Planning)
~ycle Length, C
~ffective Green Ratio, g/C

3

3

Actuated

60.0

sec

0.500

___________________Results

~nnual Average Daily Traffic, AADT rwo-Way Hourly Volume ~ourly Directional Volume rhrough-Volume 15-min. Flow Rate Running Time vic Ratio Through Capacity Progression Factor, PF Uniform Delay Filtering/Metering Factor, I Incremental Delay Control Delay

34500 3450 2070 1150 105.2 0.64 1800 1.000 11. 0 0.726 1.3 12.3

vpd vph vph
v
sec
vph
sec
sec sec/v

_ --...:.._ _
_ _
_

N~rage'Travel Speed, S bterial Lev~l of Service, LOS

27.9

mph

C


-Larm i.nq
;a DOT

HCS: Arterials Release 3.1b

-horie :
:-Mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS

~-----------

vr t.e r i.a L: ri r-ec t i on : ~ile or Case #: Jrepared By: . iat.e :

State Route 53 2025 with Union Grove Interch 11/30/99

________________'I'ra f f ic .Characteristics

_

~nnual Average Daily Traffic, AADT )lanning Analysis Hour Factor, K )irectional Distribution Factor, D )eak Hour Factor, PHF ~djusted Saturation Flow Rate )ercent Turns from Exclusive Lanes

57000 0.100 0.600 0.900 1800 50

vpd
pcphgpl
%

_______________Roadway Characteris tics

_

Jumber of Through Lanes One Direction, N ~ree Flow Speed, FFS vr t e r i.a I Class ;ection Length 1edian ~eft Turn Bays

2 45
2 1.10 Yes Yes

mph miles

_______________Signal Characteris tics

--,-

_

;ignalized Intersections
\rrival Type, AT
;ignal Type (k = 0.5 for Planning)
.:ycle Length, C
~ffective Green Ratio, g/C

3

3

Actuated

60.0

sec

0.500

__________________Resul ts

_

\nnual Average Daily Traffic, AADT rwo-Way Hourly Volume {ourlyDirectional Volume ~hrough-Volume 15-min. Flow Rate cunrii nq Time r/c Ratio rhrough Capacity )rogression Factor, PF Jn i. form Delay ~iltering/Metering Factor, I [ncremental Delay :ontrol Delay

57000 5700 3420 1900 105.2 1. 06 1800 1.000 15.9 0.090 26.6 42.5

vpd vph vph
v
sec
vph
sec
sec sec/v

~~e~ag~ Travel Speed, S ,rterial Level of Service, LOS

17.0

mph

D




Planning Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS

_

Highway: Analyst: From/To: Analysis Year: Other: Date:

State Route 53
CR 4 (Richardson Rdj to 1-75 2005 With UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _INPUT DATA,

'--

_

Total AADT Volume, AADT Proportion AADT During Peak Hour, K Percent Peak~Hour Traffic in Heaviest Direction, D
Trucks Terrain Type Ideal Free-Flow Speed, FFSi

38500 0.08 60
5 Level 50.0

vpd
% %
mph '

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS

_

DDHV AADT x D x K DDHV 38500 x 0.60 x 0.08 1848

Volume for : 4-Lane Highway = 1848 6-Lane Highway 1848

vph/2 lanes = 924
vph/3 lanes = 616

LOS vphpl C vphpl B

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE

_

Free-Flow Speed = 60 mph

Free-Flow Speed = 50 mph

Percent Trucks

Terrain

LOS

0

5

10

15

20

Percent Trucks

0

5

10

15

20

Level

A 590 580 570 550 540

B

990 970 940 920 900

C 1360 1330 1290 1260 1240

D 1620 1580 1540 1510 1470

E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A 590 540 500 460 420

B

990 900 830 760 710

C 1360 1240 1130 1050 970

D 1620 1470 1350 1250 1160

E 1890 1720 1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680
950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

110untian

A 590 480 400 340 300 B 990 790 ' 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410
1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860

Base Assumptions:

All heavy vehicles are
Lane widths = 12 ft

trucks.

Shoulder width > 6 ft

PHF = 0.90
Access points 20 per mile, each side.
Divided highway

Planning Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ PLANNING ANALYSIS

_

Highway: Analyst: From/To: Analysis Year: Other: Date:

State Route 53
CR 4 (Richardson Rd) to 1-75 2025 With UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT DATA,

_

Total AADT Volume, AADT

64500

vpd

Proportion AADT'During Peak Hour, K

0.08

Percent Peak-Hour Traffic in Heaviest Direction, D 60

%

Trucks

5

%

Terrain Type

Level

Ideal Free-Flow Speed, FFSi

50.0

mph

_ _ _ _ _ _ _ _ _ _ _- - - - - - - A N A L Y S I S , - - - - - - - - - - - - - - - - _
DDHV = AADT x D x K DDHV = 64500 x 0.60 x 0.08 3096

Volume for : 4-Lane Highway 6-Lane Highway

3096 3096

vph/2 lanes = 1548 vph/3 lanes =,1032

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE,

Free-Flow Speed = 60 mph

LOS vphpl E vphpl C

'---

_

= Free-Flow Speed 50 mph

Percent Trucks

Terrain LOS

0

5

10

15

20

Percent Trucks

0

5

10

15

20

Level

A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A 590 540 500 460 420 B 990 900 830 760 710
C 1360 1240 1130 1050 970 D 1620 1470 1350, 1250 1160 E 1890 1720 1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680 950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

Mountian

A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860

Base Assumptions:
All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6 ft

PHF = 0.90
Access points 20 per mile, each side. Divided highway

Planning Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ PLANNING ANALYSIS,

----'-

_

Highway: Analyst: From/To: Analysis Year: Other: Date:

State Route 53
CR 4 (Richardson Rd) to 1-75 2005 Without UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _---,-

INPUT DATA

_

Total AADT Volume, AADT

45000

vpd

Proportion AADT During Peak Hour, K

0.08

Percent Peak-Hour Traffic in Heaviest Direction, D 60

%

Trucks

7

%

Terrain Type

Level

Ideal Free-Flow Speed, FFSi

50.0

mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _~ANALYSIS

_

DDHV AADT x D x K DDHV 45000 x 0.60 x 0.08 2160

Volume for : 4-Lane Highway 6-Lane Highway

2160 2160

vph/2 lanes = 1080
vph/3 lanes = 720

LOS vphpl C vphpl B

_ _ _ _~

_,__-------LEVEL OF SERVICE,

_

Free~Flow Speed = 60 mph

Free-Flow Speed = 50 mph

Percent Trucks

Terrain

LOS

o

5

10

15

20

Percent Trucks

o

5

10

15

20

Level

A

590 580 570 550 540

B 990 970 940 920 900

C 1360 1330 1290 1260 1240

D 1620 1580 1540 1510 1470

E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A

590 540 500 460 420

B

990 900 830 760 710

C 1360 1240 1130 1050 970

D 1620 1470 1350 1250 1160

E 1890 1720 1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680 950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

Mountian

A

590 480 400 340 300

B

990 790 660 570 500

C 1360 1090 910 780 680

D 1620 1300 1080 930 810

E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680
1710 1370 1140 980 860

Base Assumptions:
All heavy vehicles are trucks.
Lane widths = 12 ft
Shoulder width > 6 ft

PHF = 0.90 Access points 20 per mile, each side. Divided highway

Planning Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS

_ _ ~----------

Highway: Analyst: From/To: Analysis Year: Other: Date:

State Route 53
CR 4 (Richardson Rd) to 1-75 2025 Without UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT DATA,

_

Total AADT Volume, AADT

76500

vpd

Proportion AADT During Peak Hour, K

0.08

Percent Peak-Hour Traffic in Heaviest Direction, D 60

%

Trucks

7

%

Terrain Type

Level

Ideal F~ee-Flow Speed, FFSi

50.0

mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS---'

_

DDHV DDHV

AADT x D x K 76500 x 0.60 x 0.08

3672

Volume for : 4-Lane Highway 6-Lane Highway

3672 3672

vph/2 lanes = 1836
vph/3 lanes = 1224

LOS vphpl F vphpl D

LEVEL OF SERVICE

Free-Flow Speed = 60 mph

Free-Flow Speed = 50 mph

Percent Trucks

Te:-rain LOS

0

5

10

15

20

Percent Trucks

0

5

10

15

20

Level

A 590 580 570 550 540

B

990 970 940 920 900

C i360 1330 1290 1260 1240

D 1620 1580 1540 1510 1470

E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A 590 540 500 460 420

B

990 900 830 760 710

C 1360 1240 1130 1050 970

D 1620 1470 1350 1250 1160

E 1890 1720 .1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680 950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

Mountian

A 590 480 400 340 . 300

B

990 790 660 570 500

C 1360 1090 910 780 680

D 1620 1300 1080 930 810

E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860

Base Assumptions: All heavy vehicles are trucks.
Lane widths = 12 ft
Shoulder width > 6, ft

PHF = 0.90 .
Access points 20 per mile, each side. Divided highway

Planning Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS

~-------------

Highway: Analyst: From/To: Analysis Year: Other: Date:

State Route 53
1-75 to Bellwood Rd (CR 474) 2005 Without UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _INPUT DATA.

_

Total AADT Volume, AADT

30500

vpd

Proportion AADT During Peak Hour, K

0.08

Percent Peak-Hour Traffic in Heaviest Direction, D 60

%

Trucks

7

%

Terrain Type

Level

Ideal Free-Flow Speed, FFSi

50.0

mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS,

~

_

DDHV = AADT x D x K
DDHV = 30500 x 0.60 x 0.08

1464

Volume for : 4-Lane Highway 6-Lane Highway

1464 1464

= vph/2 lanes = 732
vph/3 lanes 488

LOS vphpl B vphpl B

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE,

_

Free-Flow Speed = 60 mph

Free-Flow Speed = 50 mph

Percent Trucks

Terrain LOS

o

5

10

15

20

Percent Trucks

o

5

10

15

20

Level

A

590 580 570 550 540

B

990 970 940 920 900

C 1360 1330 1290 1260 1240

D 1620 1580 1540 1510 1470

E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A

590 540 506 460 420

B 990 900 830 760 710

C 1360 1240 1130 1050 970

D 1620 1470 1350 1250 1160

E 1890 1720 1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680 950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

Mountian

A

590 480 400 340 300

B

990 790 660 570 500

C 1360 1090 910 780 680

D 1620 1300 1080 930 810

E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860

Base Assumptions: All heavy vehicles ar~ trucks.
Lane widths = 12 ft
Shoulder width > 6 ft

PHF = 0.90
Access points 20 per mile, each side. Divided highway

'.
Planning Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS

_

Highway: Analyst: From/To: Analysis Year: Other: Date:

State Route 53
1-75 to Bellwood Rd (CR 474) 2005 Without UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _ _ _ _ _' -

INPUT DATA.

_

Total AADT Volume, AADT Proportion AADT During Peak Hour, K Percent Peak-Hour Traffic in Heaviest Direction, D Trucks Terrain Type Ideal Free-Flow Speed, FFSi
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS,

30500 0.08 60
7
Level 50.0

vpd
% %
mph _

DDHV AADT x D x K
DDHV 30500 x 0.60 x 0.08 = 1464

Volume for : 4-Lane Highway 6-Lane Highway

1464 1464

vph/2 lanes = 732 vph/3 lanes = 488

LOS vphpl B vphpl B

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE,

---,-

Free-Flow Speed = 60 mph

Free-Flow Speed = 50 mph

Percent Trucks

Terrain LOS

0

5

10

15

20

Percent Trucks

0

5

10

15

20

Level

A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 D 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 D 1620 1470 1350 1250 1160 E 1890 1720 1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680 950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

Mountian

A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 D 1620 1300 1080 930 810 E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680
1710 1370 1140 980 860

Base Assumptions:
All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6 ft

PHF = 0.90
Access points 20 per mile, each side. Divided highway

"

Planning

Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _PLANNING ANALYSIS

_

Highway: Analyst: From/To: Analysis Year: Other: Date:

State Route 53
1-75 to Bellwood Rd (CR 474) 2005 With UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT DATA,

---,-

_

Total AADT Volume, AADT

26000

vpd

Proportion AADT During Peak Hour, K

0.08

Percent Peak-Hour Traffic in Heaviest Direction, 0 60

%

Trucks

5

%

Terrain Type

Level

Ideal Free-Flow Speed, FFSi

50.0

mph

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _~ANALYSIS,

_

DDHV AADT x 0

xK

DDHV 26000 x 0.60 x 0.08 1248

Volume for : 4-Lane Highway 6-Lane Highway

i248 1248

vph/2 lanes = 624 vph/3 lanes = 416

LOS vphpl B vphpl A'

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _LEVEL OF SERVICE,

_

Free-Flow Speed = 60 mph

Free-Flow Speed = 50 mph

Percent Trucks

Terrain LOS

0

5

10

15

20

Percent Trucks

0

5

10

15

20

Level

A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 0 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A 590 540 500 460 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970
0 1620 1470 1350 1250 1160 E 1890 1720 1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680 950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

Mountian

A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680
0 1620 1300 1080 930 810 E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860

Base Assumptions:
All heavy vehicles are trucks. Lane widths = 12 ft Shoulder width > 6 ft

PHF = 0.90
Access points 20 per mile, ,each side. Divided highway

,Planning Ga DOT

HCS: Multilane Highways Release 3.1b

Phone: .E-mail:

Fax:

_ _ _ _ _ _ _ _ _ _~

PLANNING ANALYSIS

_

Highway: Analyst: . From/To: Analysis Year: Other: Date:

State Route 53
1-75 to Bellwood Rd (CR 474) 2025 With UnionGrove Interchange 11/30/99

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ INPUT OATA,

_

Total AAOT Volume, AADT Proportion AADT During Peak Hour, K Percent Peak-Hour Traffic in Heaviest Direction, 0 Trucks Terrain Type Ideal Free-Flow Speed, FFSi
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ANALYSIS

43500 0.08 60
5
Level 50.0

vpd
% %
mph

~_

DOHV AADT x 0

xK

DOHV 43500 x 0.60 x 0.08

2088

Volume for : 4-Lane Highway 6-Lane Highway

2088 2088

vph/2 lanes 1044 vph/3 lanes 696

LOS vphpl C vphpl B

LEVEL OF SERVICE
Free-Flow Speed = 60 mph

Free-Flow Speed = 50 mph

Percent Trucks

Terrain LOS

0

5

10

15

20

Percent Trucks

0

5

10

15

20

Level

A 590 580 570 550 540 B 990 970 940 920 900 C 1360 1330 1290 1260 1240 0 1620 1580 1540 1510 1470 E 1890 1840 1800 1760 1720

490 810 1130 1350 1710

470 790 1110 1320 1670

460 770 1080 1290 1630

450 750 1050 1260 1590

440 740 1030 1230 1550

Rolling

A 590 540 500 460. 420 B 990 900 830 760 710 C 1360 1240 1130 1050 970 0 1620 1470 1350 125.0 1160 E 1890 1720 1580 1450 1350

490 810 1130 1350 1710

440 740 1030 1230 1550

410 680 950 1130 1430

370 620 870 1040 1320

350 580 810 960 1220

Mountian

A 590 480 400 340 300 B 990 790 660 570 500 C 1360 1090 910 780 680 0 1620 1300 1080 930 810
E 1890 1510 1260 1080 950

490 390 320 280 240 810 650 540 460 410 1130 910 760 650 570 1350 1080 900 770 680 1710 1370 1140 980 860

Base Assumptions:

All heavy vehicles are
Lane widths = 12 ft

trucks.

Shoulder width > 6 ft

PHF = 0.90
Access points 20 per mile, each side. Divided highway

I,
HCS: Ramps and Ramp Junctions Release 3.1b

hone: -mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _MERGE ANALYS1S

'----_

ocation: nalyst: nalysis Time Period: ate Performed:

1-75 Ramp (Northbound)
2025 PM 4/6/01

__________________FREEWAY-RAMP COMPONENTS AND CHARACTER1ST1CS

_

ype of Analysis reeway Data: umber of Lanes in Freeway ree-Flow Speed on Freeway olume on Freeway n Ramp Data: ide of Freeway umber of Lanes in Ramp ree-Flow Speed on Ramp olume on Ramp ength of First Accel/Decel Lane ength of Second Accel/Decel Lane djacent Ramp Data if one exists: oes adjacent ramp exist? olume on Adjacent Ramp osition of Adjacent Ramp ype of Adjacent Ramp istance to Adjacent Ramp

Merge

3

60.0

mph

3875

vph

Right

1

40.0

mph

625

vph

500

ft

ft

No vph

ft

________________________________VOLUME ADJUSTMENT

_

unction Components

Freeway

Ramp

errain Type
Grade Length olume, V (vph) eak-Hour Factor, PHF eak 15-min Volume, v15 rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicle PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fP ervice Flow Rate, vp

Level
%
mi 3875 1. 00 969
7
1.5
o
1.2 0.96,6 1. 00 4011

Level % mi
625 1. 00 15T 7 1.5
o
1.2 0.966 1. 00 650

__________~-----------ANALYS1S and RESULTS of MERGE AREAS

Adjacent Ramp Level
%
mi vph
v
%
%
pcph
_

stimation of Flow entering Lanes 1 and 2: roportion of Freeway Vehicles

n Lahes 1 and 2, P = 0.591 Using Equation 2
FM lQW in Lanes 1 and 2, v = v (P ) = 2373 pcph
12 F FM

apacity Checks:

Actual

Maximum

LOS F?

v

4661

6900

No

FO

v

3023

4600

No

R12

evel of Service Operation (if not LOS F):
ensity, D = 5.475 + 0.00734 v + 0.0078 v

- 0.00627 L = 26-

R

R

12

A

evel of Service for Ramp-Freeway Ju~ction Areas of Influence C

peed in Ramp Influence Area, S

53.5

R

pc/mi/ln mph


HCS: Ramps and Ramp Junctions Release 3.1b

norie :
-mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _MERGE ANALYS1S

-'--

_

:>cation: nalyst: nalysis Time Period: 3.te Performed:

1-75 Ramp (Southbound)
2025 AM 4/6/01

_ _ _ _ _ _ _ _ _FREEWAY-RAMP COMPONENTS AND CHARACTER1STICS

_

ype of Analysis reeway Data: umber of 'Lanes in Freeway ree-Flow Speed on Freeway olume on Freeway n Ramp Data: ide of Freeway umber of Lanes in Ramp ree-Flow Speed on Ramp olume on Ramp ength of First Accel/Decel Lane ength of Second Accel/Decel Lane .djacent Ramp Data if one exists: oes adjacent ramp exist? olume on Adjacent Ramp osition of Adjacent Ramp ype of Adjacent Ramp .i s t anc e to Adjacent Ramp

Merge

3

60.0

mph

3875

vph

Right

1

40.0

mph

300

vph

500

ft

ft

No vph

ft

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME ADJUSTMENT

_

'unction Components

Freeway

Ramp

'errain Type
Grade Length 'o Lume , V (vph) 'eak-Hour Factor, PHF 'eak 15-min Volume, v15 'rucks and Buses 'rucks and Buses PCE, ET .ecr eet i.onaL Vehicles .e c r e a tional Vehicle PCE, ER teavy Vehicle Adjustment, fHV iri.ve r Population Adjustment, fP :ervice Flow Rate, vp

Level
%
ml 3875 1. 00 969 7 1.5 0 1.2 0.966 1. 00 4012

Level
, 900
mi 300 1:00 75 7 1.5 0 1.2 0.966 1. 00 310

______________ANALYS1S and RESULTS of MERGE AREAS

Adjacent Ramp Level
%
mi vph
v %
%

pcph

~

_

:stimation of Flow entering Lanes 1 and 2: )roportion of Freeway Vehicles

..- Lanes 1 and 2, P =

0.591 Using Equation 2

FM

.qw in Lanes 1 and 2, v = v (P ) = 2373 pcph

12 F FM

rpa c i, ty Checks:

Actual

Maximum

LOS F?

v

4322

6900

No

FO

v

2683

4600

No

R12

.

=vel of Service Operation (if not LOS F) :

=nsity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23+

R

R

12

A

=vel of Service for Ramp-Freeway Junction Areas of Influence

)eed in Ramp Influence Area, S

R

pc/mi/ln mph



HCS: Ramps and Ramp Junctions Release 3.lb

hone: -mail:

Fax:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _M.ERGE ANALYSIS

_

ocation: nalyst: nalysis Time Period: ate Performed:

1.-75 Ramp (Southbound)
2025 PM 4/6/01

__________________FREEWAY-RAMP COMPONENTS AND CHARACTERISTICS

_

ype of Analysis reeway Data: umber of Lanes in Freeway ree-Flow Speed on Freeway olume on Freeway n Ramp Datp.: ide of Freeway umber of Lanes ln Ramp ree-Flow Speed on Ramp olume on Ramp ength of First Accel/Decel Lane ength of Second Accel/Decel Lane djacent Ramp Data if one exists: oes adjacent ramp exist? olume on Adjacent Ramp osition of Adjacent Ramp ype of Adjacent Ramp istance to Adjacent Ramp

Merge

3

60.0

mph

4975

vph

Right

1

40.0

mph

500

vph

500

ft

ft

No vph

ft

-,.-

VOLUME ADJUSTMENT

_

unction Components

Freeway

Ramp

errain Type Grade Length
:>lume, V (vph) eak-Hour Factor, PHF eak l5-min Volume, v15 rucks and Buses rucks and Buses PCE, ET ecreational Vehicles ecreational Vehicle PCE, ER eavy Vehicle Adjustment, fHV river Population Adjustment, fP ervice .Flow Rate n vp

Level
%
mi 4975 1. 00 1244
7
1.5
o
1.2 0.966 1. 00 5150

Level
% mi 500 0.99 126 7 1.5
0 1.2 0.966 1. 00 522

______________ANALYSIS and RESULTS of MERGE AREAS

Adjacent Ramp Level
% mi
vph
v
%
%
pcph _

stimation of Flow entering Lanes 1 and 2: roportion of Freeway Vehicles


'n Lanes 1 and 2, P = 0.591 Using Equation 2
FM
~ow in Lanes 1 and 2, v = v (P ) = 3046 pcph
12 F .FM

apacity Checks:

Actual

Maximum

LOS F?

v

5672

6900

No

FO

v . R12

3568

4600

No

evel of Service Operation (if not LOS F):

ensity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30-

R

R

12

A

evel of Service for Ramp-Freeway Junction Areas of Influence D

peed in Ramp Influence Area, S

52.5

R

pc/mi/ln mph


CROSS STREET ANALYSES

HCS: Signals Release 3.1b

lter: 1-75 Ramp @ UGR
ia Lys t :
i t e : 4/11/01
'w St: Union Grove Road

City/St: Proj #: STP-OOMS(7) Period: 2025AM N/S St: Proposed East Ramp

SIGNALIZED INTERSECTION SUMMARY

). Lanes ;Config
Lume

I Eastbound

IL

T

R

I

I120

I LT

1375 650

. Westbound LTR

021

T

R

700 300

I Northbound

IL T R

I

I101

IL

R

1375

125

me Width 112.0 12.0

12.0 12.0 112.0

12.0

rGR Vol I

0I

0

Southbound

L

T

R

000

rra t i.on

0.25

lase Combination 1

2

5

6

7

8

3 Left Thru Right

P

P

P

NB Left P Thru Right P

Peds

Peds

3 Left Thru'

SB Left

P

Thru

Right

P

P

Right

Peds

Peds

3 Right 3 Right

P

P

EB Right WB Right P

reen

26.0 25.0

30.0

3llow

3.0 3.0

3.0

11 Red

0.0 0.0

0.0

{cle Length: 90.0

secs

____________________Intersection Performance Summary

_

;>pr/ Lane

Adj Sat

Ratios

Lane Group Approach

sn e

Group

Flow Rate

cp

Capcity

( s) .

vic

g/C

Delay LOS Delay LOS

3.stbound 521 2166

1805 3610

0.80 0.289 41. 8 D

0.33 0.600 9.4

A

21.3 C

estbound

1003 1615 orthbound 602
1615 outhbound

3610 1615
1805
1615

0.78 0.278 35.8 D

0.21 1.000 0.3

A

0.69 0.3.33 32.4 C

0.09' 1. 000 0.1

A

25.1 C 24.4 C

Intersection Delay = 23.4 (sec/veh) Intersection LOS = C

HCS: Signals Release 3.1b

)hone:

Fax:

~-Mai 1 : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S

~

_

:ntersection: :ity/State: .na l.ys t : 'roject No: 'Lrne Period Analyzed: late: ~st/West Street Name: ~rth/South Street Name:

1-75 Ramp @ UGR
STP-OOMS(7) 2025AM. 4/11/01 Union Grove Road Proposed East Ramp

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA

_

I Eastbound

1L

T

R

I

olume

1375 650

HF

10.90 0.90

K 15 Vol 1104 181

i Ln Vol I

Grade

I

0

deal Sat /1900 1900

3.rkExist I

umPark

1

Heavy VehlO

0

I :::> Lanes

1

2

0

3Config I L T

ane Width 112.0 12.0

rOR Vol I

:lj Flow 1417 722
[nSharedLn I

::'op Turns 1

ImPeds

I

.unBus

10

0

Westbound

L

T

R

700 300 0.90 0.90 194 83

0 1900 1900

0

0

021

TR

12.0 12.0

0

778 333

0

0

.0

I . Northbound

IL T R

I

1375

125

10.90

0.90

1104

35

I

I

0

11900

1900

I

I

10

0

I101

IL

R

/12.0

12.0

I

0

1417

139

I

I

I

0

10

0

Southbound -I

L T RI

-------1

I

I

I

I

I

I

I

I

o

o

o

I I

I

1
I I I I
oI
I

rra t i.on

0.25

Area Type: All other areas

_ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATING PARAMETERS

_

I Eastbound

IL T R

I

nit Unmet 10.0 0.0

.rriv. Type I3

3

nit Ext. 13.0 3.0

Factor I

1.000

ost Time 12.0 2.0

xt of g /2.0 2.0

ed Min g I

0.0

Westbound LTR

0.0 0.0

3

3

3.0 3.0

1.000

, 2.0 2.0

2.0 2.0

0.0

I Northbound

IL T R

I

10.0

0.0

13

3

13.0

3.0

I

1. 000

12.0

2.0

12.0

2.0

I

0.0

Southboimd LTR

PHASE DATA

hase Combination 1

2

3

4

5

6

7

8

B Left Thru Right Peds

P

P

P

NB Left P Thru Right P Peds

B Left Thru Right Peds

P

P

P

SB Left Thru Right Peds

B Right

P

P

EB Right

B Right

WB Right P

ceen
~llow
Ll Red

26.0 25.0 3.0 3.0 0.0 0.0

(cle Length: 90.0

secs

30.0 3.0 0.0

Apprl Lane Mvmt Group

Adj Flow Rate
(v)

--Lane Group--

Capacity vic

(c)

Ratio

.s t bound Pri. Sec. Left L Thru T Right
~stbound
Pri. Sec. Left Thru T Right R orthbound Pri. Sec. Left L Thru Right R :outhbound Pri. Sec. Left Thru Right

417

1805

# 0.23

0.289 521

0.80

t
722

3610

0.20

0.600 2166

0.33

778

3610

# 0.22

0.278 1003

0.78

333

1615

0.21

1. 000 1615

0.21

417

1805

# 0.23

0.333 602

0.69

139

1615

0.09

1. 000 1615

0.09

Sum (vis) critical = 0.68

lost Time/Cycle, L = 9.00 sec Critical v/c(X}

= 0.75

pprl Ratios Unf

ane

Del

rp vic g/C dl

LEVEL OF SERVICE WORKSHEET

Prog Lane Increment.a1 Res

Adj Grp Factor Del Del

Fact Cap k

d2

d3

Lane Group Delay LOS

Approach Delay LOS

astbound

0.80 0.289 29.6 1.000 521 0.50 12.2 0.0 41.8 D

0.33 0.600 9.0 1.000 2166 0.50 0.4 0.0 9.4

A

21. 3 C

estbound

0.78 0.278 29.9 1. 000 1003 0.50 5.9 0.0 35.8 D

0.21 1.000 0.0 1. 000 1615 0.50 0.3 0.0 0.3

A

orthbound

0.69 0.333 26.0 1. 000 602 0.50 6.4 0.0 32.4 C

0.09 1.0QO0.0 1. 000 1615 0.50 0.1 0.0 0.1

A

outhbound

25.1 C 24.4 C

Intersection Delay = 23.4 (sec/veh) Intersection LOS = C

_______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts

~

_

APPROACH

EB WB NB SB

ycle Length( C 90.0

sec

.ctual Green Time for Lane.Group, G

:ffective Green Time for Lane Group, g

'pposing Effective Green Time, go

[umber of Lanes in Lane Group, N

lumber of Opposing Lanes, No

.djusted Left-Turn Flow Rate, Vlt

>roportion of Left Turns in Opposing Flow, plto

.djusted Opposing Flow Rate, Vo

,ost Time for Lane Group, tl

,eft Turns per Cycle: LTC=VltC/3600

lpposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

Jpposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

Jf=[Gexp(~ a * (LTC ** b))]-tl, gf<=g

)pposing Queue. Ratio: qro=l-Rpo(go/C)

Jq=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

JU =g-gq if gq>=gf, =g-gf if gq<gf

1=(gq-gf)/2, n>=O

)tho=l-plto

)1*=Plt[1+{(N-1)g/(gf+gu/El1+4.24)) )

si i (Figure 9-7)

~12=(1-Ptho**n)/Plto, E12>=1.0

:min=2(1+Plt)/g or fmin=2(1+Pl)/g

rdiff=max(gq-gf,O)

:m=[gf/g]+[gu/g] [1/{1+Pl(El1-1)}], (min=fmin;max=l.OO)

:It=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) }]

-[gu/g] [1/(1+Plt(El1-1)], (min=fmin;max=l.O) or flt=[fm+0.91(N-l)]/N**

flt

~or special case of single-lane approach opposed by multilane approach, ;ee text.
, If Pl>=l for shared left-turn lanes with N>l, then assume de~facto left-turn lane and redo calculations.
,* For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. 'or special case of multilane approach opposed by single-lane approach lr when gf>gq, see text.

"0
______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts

APPROACH

EB WB NB

:ycle Length, C 90.0

sec

~ctual Green Time for Lane Group, G

~ffective Green Time for Lane Group, g

Jpposing Effective Green Tim~, go

~umber of Lanes in Lane Group, N

~umber of Opposing Lanes, No

~djusted Left-Turn Flow Rate, Vlt

>roportion of Left Turns in Lane Group, Plt

>roportionof Left Turns in Opposing Flow, Plto

~djusted Opposing Flow Rate, Vo

Jost Time for Lane Group, tl

,eft Turns per Cycle: LTC=VltC/3600

lpposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

'pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

-f=[Gexp(- a * (LTC ** b))]-tl, gf<=g

'pposing Queue Ratio: qro=l-Rpo(go/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u =g-gq if gq>=gf, =g-gf if gq<gf

o=(gq_gf)/2, n>=O

.

tho=l-Plto

1*=Plt[1+{(N-l)g/(gf+gu/Ell+4.24) ))

11 (Figure 9-7)

12=(1-Ptho**n)/Plto, E12>=1.0

min=2(1+Plt)/g or fmin=2{1+Pl)/g

diff=max(gq-gf,O)

l1=[gf/g]+[gu/gJ (1/{l+Pl(El1-1)}], (min=fmin;max=l.OO)

It=fm=[gf/gJ+gdiff[1/{1+Plt(El2-1)}]

[gu/g] [1/ (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O .91 (N-1)] /N**

flt Primary

_ SB

)r special case of single-lane approach opposed by multilane approach, ~e text.
If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. , For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach : when gf>gq, see text.

. .~.--------------':--_-------~--------

_____________________ SUPPLEMENTAL uNIFORM DELAY WORKSHEET

__

,dj. LT Vol from vol Adjustment Worksheet, v

ric ratio from Capacity Worksheet, X

'rimary phase effe~tive green, ~

:econdary phase effective green, gq

From Supplemental. Permitted LT Worksheet), gu

:ycle length, C 90.0

Red =(C-g-gq-gu), r

.rrivals: v/(3600(max(X,l.0), qa

'rimary ph. departures: s/3600, sp

econdary ph. departures: s(gq+gu)/(gu*3600), ss

.Perm

Pr.ot

Case

ueue at beginning of green arrow, Qa

ueue at beginning of unsaturated green, Qu

esidual queue, Qr

niform Delay, dl

EBLT WBLT' NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

ppr/ 3ne coup

Initial Dur. Unmet Unmet Demand Demand Q veh t hrs.

Uniform Delay

Unadj. Adj.

ds

dl sec

Initial Final

Queue Unmet

Paramo Demand

u

Q veh

Initial Lane Queue Group Delay Delay d3 sec d sec

:l.stbound

~stbound

xr t hbourid

-u t hbound

Intersection Delay 23.4 sec/veh

Intersection LOS C

________________ERROR MESSAGES

_

No errors to report.

HCS: Signals Release 3.1b

nter: 1-75 Ramp @ UGR
nalyst: ate: 4/12/01 IW St: Union Grove Road

City/St: Proj #: STP-OOMS(7) Period: 2025PM N/S St: Proposed East Ramps

SIGNALIZED INTERSECTION SUMMARY

o. Lanes

1 Eastbound
IL T R I I120

I Westbound

1L

T

R

I

I021

I Northbound IL T R I I101

GConfig I L T

I

T RIL

R

olume

1425 925

I

575 200 1225

75

ane Width 112.0 12.0

1

12.0 12.0 112.0

12.0

TOR Vol I

I

0

1

0

Southbound LTR
000

uration

0.25

Area Type: All other areas

Signal Operations

hase Combination 1

2

3

4I

5

6

7

8

B Left

P

I NB Left P

Thru

P

P

I

Thru

Right

I

Right P

Peds

I

Peds

B Left

I SB Left

Thru

P

I

Thru

Right

P

P

I

Right

Peds

I

Peds

B Right

P

P

I EB Right

B Right

I WB Right P

reen

26.0 25.0

30.0 25.0

ellow

3.0 3.0

3.0

11 Red

0.0 0.0

0.0 0.0

ycle Length: 115.0 secs

Intersection Performance Summary

pprl Lane

Adj Sat

Ratios

Lane Group Approach

:ine Group

Flow Rate

r-p

Capcity

(s )

vic

g/C

Delay LOS Delay LOS

3.stbound 408 1695

1805 3610

1.16 0.226 139.3 F 0.61 0.470 24.2 C

60.5 E

2stbound

785 1222 Jrthbound 471
1222 Juthbound

3610 1615
1805
1615

0.81 0.217 51. 8 D

0.18 0.757 4.3

A

0.53 0.261 40.7 D

0.07 0.757 3.7

A

39.6 D 31. 5 C

Intersection Delay = 50.2 (sec/veh) Intersection LOS = D

HCS: Signals Release 3.lb

)hone:

Fax:

~-Mail :

_ _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S

_

:ntersection: :ity/State: .naLys t : >roject No: 'ime Period Analyzed: late: :ast/West Street Name: ~rth/South Street Name:

1-75 Ramp @ UGR
STP-OOMS(7)
4/12/01 Union Grove Road Proposed East Ramps

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA

_

I Eastbound

I Westbound

I Northbound

Southbound

IL T R IL T R IL T R

LTR

olume

11425

--925

-

-

-

1 I

-

--575

-200

-

11225

-

-

-

-75

-

~-

_

HF

10.90 0.90

I

0.90 0.90 10.90

0.90

K 15 Vol 1118 257

I

160 56 163

21

i Ln Vol I

Grade

I

0

deal Sat 11900 1900

I

I

Io

I

o

I

1900 1900 11900

1900

:trkExist I

I

I

umPark

I

I

I

Heavy Vehl 0

o

I

o o 10

o

J. Lanes I 1 2" 0 1 o 2 I" I 1 o 1

o 0' 0

:;Config I L T

I

T

R IL

R

arie Width 112.0 12.0

I

12.0 12.0 112.0

12.0

rOR Vol I

I"

oI

o

jj Flow 1472 1028

I

639 222 /250

83

[nSharedLn I

I

I

rop Turns I

I

I

ImPeds

I

I

oI

o

o

lffiBus

I0 o

I

o o /0

o

rra t i.on

0.25

Area Type: All other areas

I Eastbound

IL T R

I

nit Unmet 10.0 0.0

rriv. Type I3

3

nit Ext. 13.0 3.0

Factor I

1.000

ost Time 12.0 2.0

xt of g 12.0 2.0

ed Min g 1

0.0

hase Combination 1

2

B Left Thru Right Peds

P

P

P

B Left Thru Right Peds

P

P

P

B Right

P

P

B. Right

OPERATING PARAMETERS

Westbound LTR
0.0 0.0 33 3.0 3.0 1.000 2.0 2.0 2.0 2.0 0.0

I Northbound

IL T R

I

10.0

0.0

13

3

13.0

3.0

I

1. 000

12.0

2.0

12.0

2.0

I

0.0

PHASE DATA

3

4

5

6

NB Left P Thru Right P Peds

SB Left Thru Right Peds

EB Right

WB Right P

Southbound LTR

7

8

reen ellow 11 Red

26.0 25.0 3.0 3.0 0.0 0.0

ycle Length: 115.0 secs

30.0 25.0 3.0 0.0 0.0

Appr/ Lane Mvrnt Group

CAPACITY ANALYSIS WORKSHEET

Adj

Adj Sat Flow

Green

Flow Rate Flow Rate Ratio Ratio

(v)

(s)

(v / s)

(g/C)

--Lane Group--

Capacity vic

(c)

Ratio

stbound Pri. Sec. Left L Thru T Right
is t.bound Pri. Sec. Left Thru T Right R
or t.hbcund Pri. Sec. Left L Thru Right R
outhbound Pri. Sec. Left Thru Right

472 1028

1805 3610

0.26 0.28

0.226 408 0.470 1695.

1.16 0.61

1

639

3610

0.18

0.217 785

0.81

222

1615

0.14

0.757 1222

0.18

250

1805

0.14

0.261 471

0.53

83

1615

0.05

0.757 1222

0.07

Sum (v / s ) critical = 0.00

ost Time/Cycle, L = 0.00 sec Critical v / c (X)

= 0.00

.ppr/ Ratios Unf

.ane

Del

;rp vic g/C d1

LEVEL OF SERVICE WORKSHEET

Prog Lane Incremental Res

Adj Grp Factor Del Del

Fact Cap k

d2

d3

Lane Group Delay LOS

Approach Delay LOS

:astbound
1.16 0.226 44.5 LooO 408 0.50
0.61 0.470 22.6 1. 000 1695 0.50

94.8 0.0 1.6 0.0

139.3 F 24.2 C

60.5 E

lestbound

0.81 0.217 42.8 1. 000 785 0.50 9.1 0.0 51. 8 D 0.18 0.757 4.0 1.000 1222 0.50 0.3 0.0 4.3 A lorthbound
0.53 0.261 36.5 1.000 471 0.50 4.2 0.0 40.7 D

{

0.07 0.757 3.6 1.000 1222 0.50 0.1 0.0 3.7

A

,outhbound

39.6 D 31.5 C

Intersection Delay = 50.2 (sec/veh) Intersection LOS = D

_____________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts

APPROACH

EB WB NB

-c I e Length, C 115.0 sec

:tual Green Time for Lane Group, G :fective Green Time~ for Lane Group/ 9

>posing Effective Green Time/ go

Imber of Lanes in Lane Group/ N

Imber of Opposing Lanes/ No

ljusted Left-Turn Flow Rate/ Vlt

:oportion of Left Turns in Opposing Flow/ Plto

ljusted Opposing Flow Rate/ Vo

>st Time for Lane Group/ tl

~ft Turns per Cycle: LTC=VltC/3600

)posing Flow per Lane/ Per Cycle: Volc=VoC/3600fluo

)posing Platoon Ratio/ Rpo (Table 9-2 or Eqn 9-7)

:=[Gexp(- a * (LTC ** b}})-tl/ gf<=g

)posing Queue Ratio: qro=l-Rpo(go/C)

F(4.943Volc**O.762) (qro**1.061)-tL gq<=g

1 =g-gq if gq>=gf/ =g-gf if gq<gf

'=(gq-gf)/2/ n>=O

~ho=l-plto

L*=Plt[1+{(N-i)g/(gf+gu/El1+4.24)) )

L1 (Figure 9-7)

L2=(1-Ptho**n)/Plto/ E12>=1.0

nin=2(1+Plt)/g or fmin=2(1+Pl)/g

jiff=max(gq-gf/O)

n= [gf/g] + [gu/g] [1/ {l+Pl (Ell-I)}] / (min=fmin;max=1.00)

It=fm=[gf/g)+gdiff[1/{1+Plt(E12-1)}]

[gu/g] [1/(1+Plt(Ell-1)]/ (min=fmin;max=1.0) or flt=[fm+0.91(N-1))/N**

flt

_ SB

Jr special case of single-lane approach opposed by multilane approach/ 2e text.
If Pl>=l for shared left-turn lanes with N>l/ then assume de-facto left-turn lane and redo calculations. * For permitted left-turns with multiple ex~lusive left-turn lanes/ flt=fm. 8r special case of multilane approach opposed by single-lane approach r when gf>gq/ see text.

______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts

APPROACH

EB WBNB

~ycle Length, C 115.0 sec

~ctual Green Time for Lane Group, G

~ffective Green Time for Lane Group, 9

)pposing Effective Green Time, go

lumber of Lanes in Lane Group, N

lumber of Opposing Lanes, No

.djusted Left-Turn Flow Rate, Vlt

'roportion of Left Turns in Lane Group, pIt

'roportion of Left Turns in Opposing Flow, Plto

rljusted Opposing Flow Rate, Vo

ost Time for Lane Group, tl

eft Turns per Cycle: LTC=VltC/3600

pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b)J-tl, gf<=g

pposing Queue Ratio: qro=l-Rpo(go/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

tho=l-Plto

l*=Plt[l+{ (N-1)g/(gf+gu/El1+4.24)

11 (Figure 9-7)

12=(1-Ptho**n)/Plto, E12>=1.0

nin=2(1+Plt)/g or fmin=2(1+Pl)/g

jiff=max(gq-gf,O)

n=[gf/g]+[gu/g] [1/{l+Pl(El1-1)}], (min=fmin;max=1.00)

Lt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}]

~ gul g) [l/ ( 1 +pI t (Ell-I) ] , (min= fmin; max=l .0) or fl t= [fm+ 0 . 91 (N- i) ] /N* *

fIt Primary

_ SB

>r special. case of single-lane approach opposed by multilane approach, !e text.
If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. r special case of multilane approach opposed by single-lane approach
when gf>gq, see text.

_____________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET

__

jj. LT Vol from Vol Adjustment Worksheet, v /c ratio from Capacity Worksheet, X rimary phase effective green, g econdary phase effective green, gq From Supplemental Permitted LT Worksheet), gu ycle length, C 115.0 Red =(C-g-gq-gu), r rrivals: v/{3600{max{X,l.0), qa rimary ph. departures: s/3600, sp econdary ph. departures: s{gq+gu)/{gu*3600), ss
.Perm .Prot .Case ueue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu .esidual queue, Qr hiform Delay, dl

EBLT WBLT NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

ppr/ ane roup

Initial Dur. Unmet Unmet Demand Demand Q veh t hrs.

Uniform Delay

Unadj. Adj.

ds

d1 sec

Initial Final

Queue Unmet

Paramo Demand

u

Q veh

Initial Lane Queue Group Delay Delay d3 sec d sec

astbound

estbound

orthbound

outhbound

Intersection Delay 50.2 sec/veh

Intersection LOS D

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ERROR MESSAGES,_ _~

_

No errors to report.

Inter: 1-75 zmalyst: )at e : 4 I 12 101 E/W St: Union Grove Road

HCS: Signals Release 3.1b
City/St: Proj #: STP-OOMS(7) Period: 2025AM N/S St: Proposed West Ramp

o2
T
825 12.0

o 0 o

o1
R
425 12.0
o

)uration

0.25

Area

)hase Combination 1

2

m Left

Thru

P

Right

P

P

Peds

5

8

Left

Thru

Right

Peds

lB Left

P

Left P

Thru

P

P

Thru

Right

Right P

Peds

Peds

[B Right

Right P

BRight

P

P

Right

reen

11. 0 20.0

20.0

ellow

3. O. 3.0

3.0

11 Red

0.0 0.0

0.0

yele Length: 60.0

sees

___________________Interseetion Performance Summary

__

pprl 'arie rp

Lane Group Capeity

Adj Sat

Ratios

Flow Rate

( s)

vic

g/C

Lane Group . Approach Delay LOS Delay LOS

astbound.

1203 1615 2stbound 331 2046

3610 1615
1805 3610

0.76 0.333 22.5 C

0.15 1.000 0.2

A

0.25 0.183 22.8 C

0.54 0.567 9.2

A

17.7 B 10.1 B

)rthbound

mthbound 602

1805

0.37

1615

1615

0.29

Intersection Delay = 14.1

0.333 16.9 B

5.7

A

1.000 0.5

A

(sec/veh) Intersection LOS = B

'.
HCS: Signals Release 3.1b

-horie .

Fax:

~-Mail :

_--'--

OPERAT10NAL ANALYS1S

_

:ntersection: :ity/State: .nalyst: 'ro j ec t; No: lime Period Analyzed: late: :ast/West Street Name: ~rth/South Street Name:

1-75
STP-OOMS(7) 2025AM 4/12/01 Union Grove Road Proposed West Ramp

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA

_

I Eastbound

I Westbound

Northbound / Southbound I

IL

T

R IL

T

R

L T R IL T R I

1

-----'---1-------

1

1

olume

I

825 225 175 1000

1200

425 I

HF

I

0.90 0.90 10.90 0.90

10.90

0.90 I

K 15 Vol I.

229 63 121 278

156

118 I

i Ln Vol. I

I

I

I

Grade

I

/

0

Io

I

deal Sat 1

/1900 1900

11900

1900 I

arkExist umPark

II

II

1I

II

Heavy Vel1l

o0

10

0

I0

oI

J. Lanes I 3Config I ane Width I rOR Vol I

o2
T
12.0

1
R
12.0
o

I1 2 0

oooI 1

I L TIL

112.0 12.0
I

112.0
I

o1 I
R1
12.0 I oI

:lj Flow I
InSharedLnl

.917 250 183
I

1111

1222
I'

472 I I

rop Turns I

I

1

I

lmPeds

I

1mBUS

I

oI

o0

I0

0

oI I0

oI oI

rra t i.on

0.25

Area Type: All other areas

_ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATING PARAMETERS

_

I Eastbound

IL T R

I

nit Unmet .rriv. Type

II

0.0 0.0

3

3

nit Ext. I

3.0 3.0

Factor I

1.000

ost Time I

2.0 2.0

xt of g I

2.0 2.0

.ed Min g I

0.0

I Westbound

IL T R

I

10.0 0.0

13

3

13.0 3.0

I

1.000

12.0 2.0

12.0 2.0

I

0.0

Northbound

L

T

R

PHASE DATA

I Southbound IL T R I

10.0

0.0

13

3

13.0

3.0

I

1.000

12.0

2.0

12.0

2.0

I

0.0

hase Combination 1

2

3

4

5

6

7

8

B Left Thru Right Peds

P

P

P

NB Left Thru Right Peds

3 Left Thru Right Peds

P

P

P

SB Left P Thru Right P Peds

3 Right

EB Right P

Right

P

P

WB Right

"een ..l Low .1 Red

11.0 20.0 3.0 3.0 0.0 0.0

'c1e Length: 60.0

secs

20.0 3.0 0.0

VOLUME ADJUSTMENT WORKSHEET

sppr . /

Mvt

rovement; Volume PHF

Adjusted

Prop. Prop.

Flow No. Lane

Flow Rate Left Right

Rate Lanes Group RTOR In Lane Grp Turns Turns

~astbound

Left

a

Thru

825

0.90 917

2

T

917

Right 225

0.90 250

1

Ra

250

lestbound

Left 75

0.90 83

1

L

Thru

1000 0.90 1111 2

T

Right

a

83
1111

rorthbound

Left

a

Thru

a

Right

a

outhbound

Left

200

0.90 222

1

L

222

Thru

a

Right 425

0.90 472

1

R

a

472

Value entered by user.

SATURATION FLOW ADJUSTMENT WORKSHEET

ppr/ Ideal

ane Sat f

f

f

f

roup Flow W

HV

G

P

::l.stbound

f

f

f

f

f

BB

A

LU RT

LT

Sec LT Adj/LT Sat:

Adj Sat Flow

1900 1. 000 1. 000 1. 000 1.000 1. 000 1.00 0.95 1.000 1.000 3610

1900 1.000, 1.000 1.000 1.000 1.000 1. 00 1. 00 0.850

1615

~stbound
1900 1900

1. 000 1. 000

1. 000 1. 000

1. 000 1. 000

1.000 1.000

Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 0.95 1.000

0.950 1.000

1805 3610

)rthbound

Sec LT Adj/L.TSat:

)uthbound

Sec LT Adj/LT Sat:

1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00

0.950

1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850

1805 1615

Apprl Lane Mvmt Group

Adj Flow Rate
(v)

--Lane Group--

Capacity vic

(c)

Ratio

astbound Pri. Sec. Left Thru T Right R
estbound Pri. Sec. Left L Thru T Right
orthbound Pri. Sec. Left Thru Right
outhbound Pri. Sec. Left L Thru Right R

917 250
83 1111

3610 1615

0.25 0.15

0.333 1203 1. 000 1615

0.76 0.15

1805 3610

0.05 # 0.31

0.183 331 0.567 2046

0.25 0.54

222

1805

# 0.12

0.333 602

0.37

472

1615

0.29

1.000 1615

0.29

ost Time/Cycle, L = 6.00 sec

Sum (vis) critical = 0.43

Critical vic (X)

= 0.48

pprl Ratios Dnf

ane

Del

rp vic g/C d1

LEVEL OF SERVICE WORKSHEET

Prog Lane Incremental Res

Adj Grp Factor Del Del

Fact Cap k

d2

d3

Lane Group Delay LOS

Approach Delay LOS

astbound

0.76 0.333 17.9 1. 000 1203 0.50 4.6 0.0 22.5 C

0.15 1. 000 0.0 1. 000 1615 0.50 0.2 0.0 0.2

A

estbound

0.25 0.183 21.0 1. 000 331 0.50 1.8 0.0 22.8 C

0.54 0.567 8.1 1. 000 2046 0.50 1.0 0.0 9.2

A

17.7 B 10.1 B

orthbound

outhbound

0.37 0.333 15.2 1.000 602 0.50 1.7 0.0 16.9 B

5.7

A

0.29 1.000 0.0 1.000 1615 0.50 0.5 0.0 0.5

A

Intersection Delay = 14.1 (sec/veh) Intersection LOS = B

_ _ _'-----

SUPPLEMENTAL PERMITTED LT WORKSHEET

~_---,-

_

for exclusive lefts

APPROACH

(cle Length, C 60.0

sec

EB WB NB SB

:tual Green Time for Lane Group, G

Efective Green Time for Lane Group, 9

Jposing Effective Green Time, go

1mber of Lanes in Lane Group, N

1mber of Opposing Lanes, No

jjusted Left-Turn Flow Rate, Vlt

roportion of Left Turns in Opposing Flow, Plto

jjusted Opposing Flow Rate, Vo

Jst Time for Lane Group, tl

3ft Turns per Cycle: LTC=VltC/3600

~posinq Flow per Lane, Per Cycle: Volc=VoC/3600fluo

~posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

E=[Gexp(- a * (LTC ** .b))]-tl, gf<=g

~posing Queue Ratio: qro=l-Rpo(go/C)

~=(4.943Volc**0.762)(qro**1.061)-tl, gq<=g

1 =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

cho=l-Plto

l*=Plt[1+{(N-1)g/(gf+gu/El1+4.24)))

II (Figure 9-7)

l2=(1-Ptho**n)/Plto, E12>=1.0

nin=2(1+Plt)/g or fmin=2(1+Pl)/g

jiff=max(gq-gf,O)

. n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (min=fmin;max=1.00)

It=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}]

[gu/g] [1/ (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] /N**

fIt

Jr special case of single-lane approach opposed by multilane approach, 3e text.
If Pl>=lfor shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations.
k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach c when gf>gq, see text.

_______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts

~----

APPROACH

EB WB NB

'ycle Length, C 60.0

sec

.ctual Green Time for Lane Group, G

:ffective Green Time for Lane Group, 9

'pposing Effective Green Time, go

'umber of Lanes in Lane Group, N

'umber of Opposing Lanes, No

.djusted Left-Turn Flow Rate, Vlt

'roportion of .Left Turns in Lane Group, PIt

'roportion of Left Turns in Opposing Flow, plto djusted Opposing Fl~w Rate, Vo

~s~ Time for Lane Group, tl

,eft Turns per Cycle: LTC=VltC/3600

pposing Flow per Lane; Per Cycle: Volc=VoC/3600fluo

pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b))]-tl, gf<=g

pposing Queue Ratio: qro=l-Rpo(go/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u =g-gq if gq>=gf, =g-gf if gq<gf

.=(gq-gf)/2, n>=O

tho=l-Plto

1*=Plt[1+{(N-1)g/(gf+gu/El1+4.24) ))

11 (Figure 9-7)

l2=(1-Ptho**n)/Plto, E12>=1.0

min=2(1+Plt)/g or fmin=2(1+Pl)/g

diff=max(gq-gf,O)

m=[gf/g]+[gu/g] [1/{1+Pl(El1-1)}], (min=fmin;max=1.00)

It=fm=[gflg]+gdiff[11{1+Plt(E12-1)}]

[gu/g] [II (l+Plt (Ell-I) J, (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] IN**

fIt Primary

.

__ SB

or special case of single-lane approach opposed by multilane approach,' ee text.
If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. * For permitted left-turns with multiple 'exclusive left-turn lanes, flt=fm. or special case of multilane approach opposed by single-lane approach r when gf>gq, see text.

______________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET

__

Adj. LT Vol from Vol Adjustment Worksheet, v

vic ratio from Capacity Worksheet, X

Primary phase effective green, g

Secondary phase effective green, gq

(From Supplemental Permitted LT Worksheet)~ gu

Cycle length, C60.0

Red =(C-g-gq-gu), r

Arrivals: v/(3600(max(X,l.0), qa

Primary ph~ departures: s/3600, sp

Secondary ph. departures: s(gq~gu)/(gu*3600), ss

XPerrn

XProt

XCase

Queue at beginning of green arrow, Qa

Queue at beginning of unsaturated green, Qu

Residual queue, Qr

Jniform Delay, dl

EBLT WBLT NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

\ppr/
Jane ;roup

Initial Dur. Unmet Unmet Demand Demand Q veh t hrs.

Uniform Delay

Unadj. Adj.

ds

dl sec

Initial Final

Queue Unmet

Paramo Demand

u

Q veh

Initial Lane Queue Group Delay Delay d3 sec d sec

.a s t bourid

'e s t bourid

Jrthbound

ru t.hbourid

Intersection Delay 14.1 sec/veh

Intersection LOS B

'.

_________________ERROR MESSAGES

_

No errors to report.

HCS: Signals Release 3.1b

nter: 1-75 nalyst: ate: 4/12/01/W St: Union Grove Road

City/St: Proj #: STP-OOMS(7) Period: 2025PM N/S St: Proposed West Ramp.

_ _ _ _ _--,-

SIGNALIZED INTERSECTION SUMMARY_----;-

-----,---

Eastbound

I Westbound

I Northbound I Southbound

L

T R IL T

R IL r

R IL T R

o. Lanes GConfig olume

-

-
0

-

-
2

-

-
1

1I

120

T

R I LT

1050 375 1125 675

1 I

-----
000

-

1 I

1

-

-o

-

-
1

-

I

IL

R

I

1300

375

ane Width TOR Vol

12.0 12.0 112.0 12.0

1

oI

I

112.0
I

12.0
o

uration 0.25

Area

hase Combination 1

2

5

6

7

8

B Left

Left

Thru

P

Thru

Right

P

P

Right

Peds

Peds

B Left

P

Left P

Thru Right

P

P

Thru Right P

Peds

Peds

BRight

Right P

BRight

P

P

Right

reen

11. 0 20.0

20.0

ellow

3.0 3.0

3.0

11 Red

0.0 0.0

0.0

ycle Length: 60.0

secs

__________--:-

Intersection Performance Summary

~

_

ppr/ Lane

Adj Sat

Ratios

Lane Group Approach

ane Group

Flow Rate

rp

Capcity

( s)

vic g/C

Delay LOS Delay LOS

astbound

1203 1615 estbound. 331 2046

3610 1615
1805 3610

0.97 0.333 39.4 D

0.26 1.000 0.4

A

0.420.183 25.6 C

0.37 0.567 7.6

A

29.1 C 10.4 B

orthbound

outhbound 602

1805

0.55

1615

1615

0.26

Intersection Delay = 22.1

0.333 20.0- B

9.1 A

1.000 0.4

A

(sec/veh) Intersection LOS = C

HCS: Signals Release 3.1b

?hone:

Fax:

~-Mail : _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERAT10NAL ANALYS1S

Cntersection:
~ity/State:
xnal ys t : )roj ect No: ~ime Period Analyzed: iat.e : ~ast/West Street Name: Jorth/South Street Name:

1-75
STP-OOMS(7) 2025PM 4/12/01 Union Grove Road Proposed West Ramp

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA,

'--

I Eastbound

IL T R

I

'o Lurne

I

1050 375

'HF

I

0.90 0.90

'K 15 Vol I

292 104

:i Ln Vol 1

Grade

I

0

deal Sat I

1900 1900

arkExist I

umPark

I

Heavy Vehl

0

0

o. Lanes I 0 2 1

GConfig I

T

R

ane Width I

12.0 12.0

TOR Vol I

0

dj Flow I

1167 417

1nSharedLn/

rop Turns I

urnPeds

I

0

umBus

I

0

0

I Westbound

IL

T

R

I

1125 675

10.90 0.90

135 188

I

1

0

11900 1900

I

I

10

0

I120

I LT

112.0 12.0

I

1139 750

I

/

I

10

0

Northbound

L

T

R

000 0

uration

0.25

Area Type: All other areas

_

_

I Southbound

IL T R

I

1300

375

10.90

0.90

183

I

I

0

11900

104 1900

1
I
10.
I1 IL
/12.0
I
1333
I I I
/0

0 01
R
12.0 0 417
0 0

OPERATING PARAMETERS

I Eastbound

IL T R

I

ni .rr

t Unmet iv. Type

II

0.0 0.0

3

3

nit Ext. I

3.0 3.0

Factor I

1. 000

ostTime I

2.0 2.0

xt of g I

2.0 2.0

ed Min g I

0.0

I Westbound

IL T R

I

10.0 0.0

13

3

13.0 3.0

I

1.000

12.0 2.0

12.0 2.0

I

0.0

Northbound

L

T

R

I Southbound

IL T R

1

_

10.0
13 13.0
I
12.0
12.0
I

0.0
3 3.0 1.000 2.0 2.0 0.0

PHASE DATA

hase Combination 1

2

3

4i

5

6

7

8

B Left Thru Right Peds

P

P

P

I NB I I I

Left Thru Right Peds

B Left Thru Right Peds

P

P

:p

I SB Left P

I

Thru

I

Right P

I

Peds

B Right
B Right
reen e110w 11 Red

P

P

11. 0 20.0 3.0 3.0 0.0 0.0

I EB I I WB I I

Right P Right
20.0 3.0 0.0

yc1e Length: 60.0

secs

VOLUME ADJUSTMENT WORKSHEET

I.ppr. /

Mvt

10vement Volume PHF

Adjusted Prop. Prop.

Flow No. Lane

Flow Rate Left Right

Rate Lanes Group RTOR In Lane Grp Turns Turns

~astbound

Left

0

Thru

1050 0.90 1167 2

T

Right 375

0.90 417

1 R0

1167 417

7estbound

Left

125

0.90 139

1

L

139

Thru

675 0.90 750

2

T

750

Right

0

r6rthbound

Left

a

Thru

a

Right

a

outhbound

Left

300

0.90 333

1

L

333

Thru

a

Right 375

0.90 417

1

R0

417

Value entered by user.

SATURATION FLOW ADJUSTMENT WORKSHEET

ppr/ Ideal

Adj

ane Sat f

f

f

f

f

f

f

f

f

Sat

roup Flow W

HV

G

P

BB

A

LU RT

LT

Flow

astbound

Sec LT Adj/LT Sat:

1900 1.000 1. 000 1.000 1.000 1. 000 1. 00 0.95 1. 000 1.000 1900 1. 000 1.000 1.000 1.000 1. 000 1. 00 1. 00 0.850

3610 1615

2stbound

Sec LT Adj/LT Sat:

1900 1. 000 1.000 1.000 1. 000 1.000 1. 00 1. 00

0.950

1900 1. 000 1. 000 1.000 1.000 1. 000 1.00 0.95 1. 000 1.000

1805 3610

)rthbound

Sec LT Adj/LT Sat:

)uthbound

Sec LT Adj/LT Sat:

1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00

0.950

1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850

1805 1615

Appr/ Lane Mvmt Group

Adj Flow Rate
(v)

--Lane Group-~

Capacity vic

(c)

Ratio

:astbound Pri. Sec. Left Thru T Right R
restbound Pri. Sec. Left L Thru T Right
'o r t.hbound
Pri. Sec. Left Thru Right outhbound Pri. Sec. Left L Thru Right R

1167 417
139 750

3610 1615

# 0.32 0.26

0.333 1203 1. 000 1615

0.97 0.26

1805 3610

# 0.08 0.21

0.183 331 0.567 2046

0.42 0.37

333

1805

# 0.18

0.333 602

0.55

417

1615

0.26

1.000 1615

0.26

Sum (v/s) critical = 0.58

o st; Time/Cycle, L = 9.00 sec Critical v/c(X)

= 0.69

ppr/ Ratios Dnf

ane

Del

rp vic g/C d1

LEVEL OF SERVICE WORKSHEET

Prog Lane Incremental Res

Adj Grp Factor Del Del

Fact Cap k

d2

d3

Lane Group Delay LOS

Approach Delay LOS

3stbound

0.97 0.333 19.7 1.000 1203 0.50 19.7 0.0 39.4 D

0.26 1. 000 0.0 1. 000 1615 0.50 0.4 0.0 0.4

A

2stbound

0.42 0.183 21.7 1.000 331 0.50 3.9 0.0 25.6 C

0.37 0.567 7.1 1.000 2046 0.50 0.5 0.0 7.6 A

29.1 C 10.4 B

Jrthbound

Juthbound

0.55 0.333 16.3 1.000 602 0.50 3.6 0.0 20.0- B

9.1 A

0.26 1.000 0.0 1.000 1615 0.50 0.4 0.0 0.4

A

Intersection Delay = 22.1 (sec/veh) Intersection LOS = C

.

_______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts

APPROACH

EB

WB

NB

~ycle Length, C 60.0

sec

\ctual Green Time for Lane Group, G

~ffective Green Time for Lane Group, g

)pposing Effective Green Time, go

Jumber of Lanes in Lane Group, N

Jumber of Opposing Lanes, No

~djusted Left-Turn Flow Rate, Vlt

>roportion of Left Turns in Opposing Flow, Plto

~djusted Opposing Flow Rate, Vo

Jost Time for Lane Group, tl

,eft Turns per Cycle: LTC=VltC/3600

lpposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

lpposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

rf= [Gexp(- a * (LTC ** b)) ].-tl, gf<=g

lpposing Queue Ratio: qro=l-Rpo(go/C)

rq=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

iU =g-gq if gq>=gf, =g-gf if gq<gf

:=(gq-gf)/2, n>=O

'tho=l-plto

'I * =PIt [ 1 + { (N- 1 ) g I (g f +gu I E11 +4 . 2 4) ) )

:11 (Figure 9-7)

:12=(1-Ptho**n)/Plto, E12>=1.0

min=2(1+Plt)/g or fmin=2(1+Pl)/g

diff=max(gq-gf,O)

m=[gf/g]+[gu/g] [1/{1+Pl(El1-1)}], (min=fmin;max=1.00)

It=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}]

[gu/g] [11 (l+Plt (Ell-I)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] IN**

fIt

_ SB

or special case of single-lane approach opposed by multilane approach, ee text.
If pI>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. * For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. 8r special case of multilane approach opposed by single-lane approach r when gf>gq, see text.

_______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts

APPROACH

EB WB NB

~ycle Length, C 60.0

sec

~ctual Green Time for Lane Group, G

~ffective Green Time for Lane Group, g

Jpposing Effective Green Time, go

lumber of Lanes in Lane Group, N

lumber of Opposing Lanes, No

.djusted Left-Turn Flow Rate, Vlt

>roportion of Left Turns in Lane Group, pIt

>roportion of Left Turns in Opposing Flow, Plto

rljusted Opposing Flow Rate, VO

lost Time for Lane Group, tl

,eft Turns per Cycle: LTC=VltC/3600

'pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

-ppos i nq Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b))]-tl, gf<=g

pposing Queue Ratio: qro=l-Rpo(go/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

tho=I-Plto

1*=Plt[I+{(N-l)g/(gf+gu/Ell+4.24)) )

11 (Figure 9-7)

l2=(1-Ptho**n)/Plto, E12>=1.0

min~2(1+Plt)/g or fmin=2(1+PI)/g

diff=max(gq-gf,O)

m= [gf Ig] + (gu/g] [11 {l+Pl (Ell-I) } ], (min=fmin; max=l. 00)

It=fm=[gf/g]+gdiff(l/{1+Plt(E12-1)}]

[gu/g] (l/(I+Plt(Ell-l)], (min=fmin;max=I.0) or flt=(fm+0.91(N-l)]/N**

fIt Primary

__ SB

Jr special case of single-lane approach opposed by multilane approach, 2e text.
If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach c when gf>gq, see text.

-.... - - - - - - - - - - - - - - - - - - - ' - - - - - - - - - - - - - - - - - - - - - - - - - -

_____________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET

__

.dj. LT Vol from Vol Adjustment Worksheet, v

'/c ratio from Capacity Worksheet, X

'rimary phase effective green, g

:econdary phase effective green, gq

From Supplemental Permitted LT Worksheet), gu

:ycle length, C 60.0

Red =(C-g-gq-gu), r

.rr i val s: V / ( 3 6 0 0 (max (X, 1. 0) ) ), q a

'rimary ph. departures: s/3600, sp

econdary ph. departures: s(gq+gu)/(gu*3600), ss

.Perm

.Prot

Case

ueue ~t beginning of green arrow, Qa

ueue at beginning of unsaturated green, Qu

esidual queue, Qr

niform Delay, dl

~BLT WBLT NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

ppr/ ane roup

Initial Dur. Unmet Unmet Demand Demand Q veh t hrs.

Uniform Delay

Unadj. Adj.

ds

d1 sec

Initial Final

Queue Unrnet

Paramo Demand

u

Q veh

Initial Lane Queue Group Delay Delay d3 sec d sec

astbound

~stbound

xr t.hbourid

mthbound

Intersection Delay 22.1 sec/veh

Intersection LOS C

________________ERROR MESSAGES

_

No errors to report.

.

HCS: Signals Release 3.1b

:nter: Marine Road @ UGR sna Lys t : ia t e : 4/-13/01 ~/W St: Union Grove Road

City/St: Proj #: STP-OOMS(7)
Period: 2 o2'5AM
N/S St: Marine Rd./Mohawk Ind.

SIGNALIZED INTERSECTION SUMMARY

I Eastbound

1 Westbound

I Northbound, 1 Southbound I

IL T R IL T R IL T R IL T R I

I

I

I

I

I

10. Lanes I 1 2 1 I 1 2 1 I 1 1 1 I 1 1 1 I

JGConfig' I L T R I L T R I L T R I L T R I

'ol ume

1375 675 100 1200 725 500 150 75 75 1300 25 225 I

.arie Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 i2.0 I

~TOR Vol

I

60 I

100 I

20 I

225 I

rura t i.on

0.25

Area Type: All other areas

Signal Operations

'hase Combination 1

2

3

4I

5

6

7

8

:B Left

P

I NB Left P

Thru

P

I

Thru

P

Right

P

P

I

Right P

P

Peds

I

Peds

'B Left

P

I SB Left P

Thru

P

I

Thru

P

Right

P

P

I

Right P

P

Peds

I

Peds

B Right

P

P

I EB Right P

P

B Right

P

P

I WB Right P

P

reen

25.0 30.0

20.0 15.0

ellow

11 Red

0.0 0.0

0.0 0.0

ycle Length: 90.0

secs

Intersection Performance Summary

pprl Lane

Adj Sat

Ratios

Lane Group Approach

3ne Group

Flow Rate

rp

Capcity

(s)

vic

g/C

Delay LOS Delay LOS

3.stbound

501

1805

0.83

1203

3610

0.62

1615

1615

0.03

:=stbound

501

, 1805

0'.44

1203

3610

0.67

1615

1615

0.27

)rthbound

401

1805

0.14

317

1900

0.26

1615

1615

0.04

u t.hbound

401

1805

0.83

317

1900

0.09

1615

1615

0.00

Intersection Delay = 28.4

0.278 45.4 D 0.333 27.7 C 1. 000 0.0+ A

32.8 C

0.278 29.6 C

0.333 28.7 C

1.000 0.4

A

20.3 C

0.222 28.8 C 0.167 34.7 C 1.000 0.0+ A

22.5 C

0.222 51.2 D

0.167 32.3 C 49.7 D

1.000 0.0

A

(sec/veh) Intersection LOS = C

HCS: Signals Release 3.1b

'hone:

Fax:

:-Mail:

_ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL 'ANALYSIS

_

ntersection: ity/State: nalyst: roject No: ime Period Analyzed: ate: ast/West Street Name: orth/South Street Name:

Marine Road @ UGR
STP-OOMS(7) 2025AM 4/13/01 Union Grove Road Marine Rd./Mohawk Ind.

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA.

,........-

_

I Eastbound IL T R

I Westbound 1L T R

/ Northbound
IL T R

I Southbound IL T R

01 ume HF

1 I 375-

---
675

--
100

-

1-
/ 200

---
725

--
500

-

1 I 50

-

--
75

-

--
75

-

1 I 300-

--
25

-_ _-
225

I 0 . 90 0.90 0.90 I 0 . 90 0.90 0.90 / 0 . 90 O. 90 O. 90 I 0 . 90 0.90 0.90

K 15 Vol 1104 188 28 /56 201 139 114 21 21183 7

63

i Ln Vol I

I

I

I

Grade

/

0

/

0

I

0

I

0

jeal Sat /1900 1900 1900 /1900 1900 1900 /1900 1900 1900 11900 1900 1900

~rkExist I

I

I

I

-lmPark

I

I

I

I

Heavy vehlO

0

0

o . Lanes I 1 2 1

;Config I L T

R

10 0 0
I121
1 LT R

10 0 0
I111 I L T 'R

10 0 0
I 1, 1 1 I L' T R

lne Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0

roR Vo 1 I

60 I

100 I

20 1

22 5

:Ij Flow 1417 750 44 1222 806 444 156 83 61 1333 28 0

[nSharedLn I

I

I

I

rop Turns I

I

I

I

ImPedsl

oI

oI

oI

o

unBus

I0 o o I0 o o I0 o o I0 o o

rra t i.on

0.25

Area Type: All other areas

OPERATING PARAMETERS

I Eastbound

IL T R

I

nit Unmet 10.0 0.0 0.0

rriv. Type I3

3

3

nit Ext. 13.0 3.0 3.0

Factor I

1.000

ost Time 12.0 2.0 2.0

xt of g 12.0 2.0 2.0

ed Min g I

0.0

I Westbound

IL T R

I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1. 000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

I Northbound

IL T R

I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1. 000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

I Southbound

IL T R

I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1. 000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

PHASE DATA

hase Combination 1

2

3

4

5

6

7

8

B Left Thru Right Peds

P

P

P

P

NB Left P

Thru

P

Right P

P

Peds

B Left Thru Right Peds

P

P

P

P

SB Left P

Thru

P

Right P

P

Peds

3 Right

P

P

EB Right P

P

3 Right

P

P

WB Right P

P

ceen
=llow 11 Red

25.0 30.0 0.0 0.0

(cle Length: 90.0

secs

20.0 15.0 0.0 0.0

VOLUME ADJUSTMENT WORKSHEET

.ppr . /

Mvt

Iovement Volume PHF

Adjusted

Prop. Prop.

Flow No. Lane

Flow Rate Left Right

Rate Lanes Group RTOR In Lane Grp Turns Turns

.as t bourid

Left

375

0.90 417

1

L

417

Thru

675

0.90 750

2

T

750

Right 100

0.90 44

1

R

60

44

restbound

Left

200

0.90 222

1

L

222

Thru

725

0.90 806

2

T

806

Right 500

0.90 444

1

R 100

444

'o r t hbound

Left

50

0.90 56

1

L

56

Thru

75

0.90 83

1

T

83

Right 75

0.90 61

1

R

20

61

outhbound

Left

300

0.90 333

1

L

333

Thru

25

0.90 28

1

T

28

Right 225

0.90 0

1

R

225

0

Value entered by user.

SATURATION FLOW ADJUSTMENT WORKSHEET

ppr/ Ideal

ane Sat f

f

f

f

f

f

f

f

f

roup Flow W

HV

G

P

BB

A

LV RT

LT

3.stbound 1900 1900 1900

1.000 1. 000 1.000

1. 000 1.000 1.000

1.000 1.000 1.000

1.000 1.000 1.000

Sec LT Adj/LT Sat: 1.000 1.00 1. 00 1.000 1. 00 0.95 1. 000 1. 000 1. 00 1.00 0.850

0.950 1.000

=stbound 1900 1900 1900

1. 000 1.000 1. 000

1.000 1. 000 1.000

1.000 1.000 1.000

1.000 1. 000 1.000

Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1. 000 1. 00 0.95 1. 000 1.000 1. 00 1.00 0.850

0.950 1.000

or t.hbourid 1900 1900 1900

1. 000 1.000 1.000

1.000 1.000 1.000

1.000 1.000 1.000

1. 000 1. 000 1.000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850

0.950 1. 000

u t.hbourid 1900 1900 1900

1. 000 . 1.000 1.000 1.000 1. 000 1.000

1.000 1.000 1.000

1.000 1.000 1.000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850

0.950 1.000

Adj Sat Flow
1805 3610 1615
1805 3610 1615
1805 1900 1615
1805 1900 1615

.-

Appr/ Lane Mvmt Group

CAPACITY ANALYSIS WORKSHEET

Adj

Adj Sat Flow

Green

Flow Rate Flow Rate Ratio

Ratio

(v)

(s 2

(v / s)

(g/C)

--Lane Group--

Capacity vic

(c)

Ratio

astbound Pri. Sec. Left L Thru T Right R
estbound Pri. Sec. Left L Thru T Right R
orthbound Pri. Sec. Left L Thru T Right R
outhbound Pri. Sec. Left L Thru T Right R

417

1805

# 0.23

0.278 501

0.83

750

3610

0.21

0.333 1203

0.62

44

1615

0.03

1.000 1615

0.03

222

1805

0.12

0.278 501

0.44

806

3610

# 0.22

0.333 1203

0.67

444

1615

0.27

1. 000 1615

0.27

56

1805

0.03

0.222 401

0.14

83

1900

# 0.04

0.167 317

0.26

61

1615

0.04

1.000 1615

0.04

333

1805

# 0.18

0.222 401

0.83

28

1900

0.01

0.167 317

0.09

a

1615

0.00

1.000 1615

0.00

Sum (vis) critical = 0.68

ost Time/Cycle, L = 0.00 sec Critical v/c{X)

= 0.68

ppr/ Ratios Dnf

ane

Del

rp vic g/C . d1

LEVEL OF SERVICE WORKSHEET

Prog Lane Incremental Res

Adj Grp Factor Del Del

Fact Cap k

d2

d3

Lane Group Delay LOS

Approach Delay LOS

astbound

0.83 0.278 30.5 1.000 501 0.50 14.9 0.0 45.4 D

0.62 0.333 25.2 '1. 000 1203 0.50 2.4 0.0 27.7 C

0.03 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A

estbound

0.44 0.278 26.8 1. 000 501 0.50 2.8 0.0 29.6 C

0.67 0.333 25:8 1.000 1203 . .0.50 3.0 0.0 28.7 C

0.27 1. 000 0.0 1.000 1615 0.50 0.4 0.0 0.4

A

orthbound

0.14 0.222 28.1 1. 000 401 0.50 0.7 0.0 28.8 C

0.26 0.167 32.7 1.000 317 0.50 2.0 0.0 34.7 C

0.04 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A

outhbound

0.83 0.222 33.4 1.000 401 0.50 17.8 0.0 51. 2 D

0.09 0.167 31.7 1. 000 317 0.50 0.5 0.0 32.3 C

0.00 1.000 0.0 1.000 1615 0.50 0.0 . O. a 0.0

A

32.8 C 20.3 C 22.5 C 49.7 D

Intersection Delay = 28.4 (sec/veh) Intersection LOS = C

_______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts

APPROACH

EB WB NB

ycle Length, C 90.0

sec

.ctualGreen Time for Lane Group, G

:ffective Green Time for Lane Group, 9

opposing Effective Green Time, go

"umber of Lanes in Lane Group, N

"umber of Opposing Lanes, No

djusted Left-Turn Flow Rate, Vlt

"roportion of Left Turns in Opposing Flow, Plto

djusted Opposing Flow Rate, Vo

ost Time for Lane Group, tl

eft Turns per Cycle: LTC=VltC/3600

pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b))]-tl, gf<=g

pposing Queue Ratio: qro=I-Rpo(go/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

tho=I-Plto

1*=Plt[I+{(N-l)g/(gf+gu/Ell+4.24)) )

11 (Figure 9-7)

12=(I-Ptho**n)/Plto, E12>=1.0

min=2(I+Plt)/g or fmin=2(I+Pl)/g

diff=max(gq-gf;O)

m=[gf/g]+[gli/g] [1/{I+Pl(Ell-l)}], (min=fmin;max=I.00)

It=fm=[gf/g]+gdiff[I/{I+Plt(E12-1) }]

[gu/g] [l/(l+Plt(Ell-l)], (min=fmin;max=I.0) or flt=[fm+0.91(N-l)]/N**

fIt

__ SB

or special case of single-lane approach opposed "by multilane approach,

ee text.

If pl>=l for shared left-turn lanes with N>l, then assume de-facto

left-turn "lane and redo calculations.

* For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.

or special case of multilane approach opposed by single-lane approach

r when gf>gq, see text.

"

_______________________SUPPLMENTAL PERMITTED LT WORKSHEET for shared lefts

__ ~------ ~

APPROACH

EB WB

NB

SB

:ycle Length, C 90.0

sec

~ctual Green Time for Lane Group, G

~ffective Green Time for Lane Group, 9

)pposing Effective Green Time, go

Jumber of Lanes in Lane Group, N

JUmber of Opposing Lanes, No

.djusted Left-Turn Flow Rate, Vlt

'roportion of Left Turns in Lane Group, Plt

'roportion of Left Turns in Opposing Flow, Plto

,djusted Opposing Flow Rate~ VO

.o s t; Time for Lane Group, tl

,eft Turns per Cycle: LTC=VltC/3600

'pposing Flow per Lane; Per Cycle: Volc=VoC/3600fluo

'pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b))]-tl, gf<=g

opposing Queue Ratio: qro=l-Rpo(go/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u .=g-gq if gq>=gf, =g-gf if gq<gf

.=(gq-gf)/2, n>=O

tho=l-plto

l*=Plt[I+{ (N-l)g/(gf+gu/Ell+4.24)))

11 "(F''i.qu r e 9-7)

12=(1-Ptho**n)/Plto, E12>=1.0

min=2(1+Plt)/g or fmin=2(I+Pl)/g

diff=max(gq-gf,O)

m=[gf/g]+[gu/g] [1/{I+Pl(Ell-l)}], (min=fmin;max=I.00)

It=fm=[gf/g]+gdiff[I/{1+Plt(E12-1)}]

[gu/g] [l/(l+Plt(Ell-l)], (min=fmin;max=l.O) or flt=[fm+0.91(N-l)]/N**.

flt Primary

.

or special case of single-lane approach opposed by multilane approach,

ee text.

If pl>=1 for shared left-turn lanes with N>l, then assume de-facto

left-turn lane and redo calculations.

* For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.

Jr special case of multilane approach opposed by single-lane approach

r when gf>gq, see text.

.

______________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET

_

\dj. LT Vol from Vol Adjustment Worksheet, v

ric ratio from Capacity Worksheet, X

)rimary phase effective green, g

;econdary phase effective green, gq'

:From Supplemental Permitted LT Worksheet), gu

:ycle length, C 90~0

Red =lC-g-gq-gu), r

~rrivals: v/(3600(max(X,l.0))), qa

>rimary ph. departures: s/3600, sp

:econdary ph. departures: s(gq+gu)/(gu*3600), ss

.Perrn

.Pro t;

.Ca s e

'ueue at beginning of green arrow, Qa

'ueue a~ beginning of unsaturated green, Qu

.esidual queue, Qr

rtiform Delay, dl

EBLT WBLT NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

pprl
ane roup

Initial Dur. Unmet Unmet Demand Demand Q veh t hrs.

Uniform Delay

Unadj. Adj.

ds

dl sec

Initial Final

Queue Unmet

Paramo . Demand

u

Q veh

Initial Lane Queue Group Delay Delay d3 sec d sec

astbound

estbound

Jrthbound

)uthbound

Intersection Delay 28.4 sec/veh

Intersection LOS C

_________________ERROR MESSAGES

_

No errors to report.

HCS: Signals Release 3.1b

:nter:
.na I y s t.:
ia t e : 4 I 13 I 01 :/W St: Union Grove Road

City/St: Proj #: STP-OOMS(7) Period: 2025PM N/S St: Marine Rd./Mohawk Ind.

_ _ _ _ _-:-~

SIGNALI ZED INTERSECTION SUMMARY._---,_--=-_--:-:-

I Eastbound

1 Westbound

I Northbound I Southbound

IL T R IL T R IL T R IL T R

-,--_

1------1

1------1-----_

o. Lanes 1112 1 1 2 1 1 1 1 1 I I I 1

GConfig 1 L T

R I LT

R I L TRI L T

R

olume

1225 725 50 175 675 300 1100 125 200 /500 75 375

ane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0

.TOR Vol I

50 I

100 I

20 1

240

uration

0.25

hase Combination 1

B Left

P

Thru

Right

P

Peds

B Left

P

Thru

Right

P

Peds

BRight

P

BRight

P

reen

20.0

ellow

2
P P
P P
P P
30.0

5

6

7

8

Left P

Thru

P

Right P

P

Peds

Left P

Thru

p

Right p.

P

Peds

Right P

P

Right P

P

30.0 10.0

11 Red

0.0 0.0

ycle Length: 90.0

0.0 0.0

Summary

_

pprl :::tne rp

Lane Group Capcity

vic

g/C

Lane Group Approach Delay LOS Delay LOS

:::tstbound

401

18.05

0.62

1203

3610

0.67

1615

1615

0.00

2stbound

401

1805

0.21

1203

3610

0.62

1615

1615

0.14

:)rthbound

602

1805

0.18

21.1

1900

0.66

1615

1615

0.12

:)uthbound

602

1805

0.92

211

1900

0.39

1615

1615

0.09

Intersection Delay = 30.6

0.222 38.7 D

0.333 28.7 C

1.000 0.0

A

31.1 C

0.222 29.7 C 0.333 27.7 C 1. 000 0 ..2 A

22.1 C

0.333 22.0 C

0.111 53.4 D

1.000 0.2

A

22.0 C

0.333 50.9 D

0.111 42.6 D 40.4 D

1.000 0.1

A

(sec/veh) Intersection LOS = C

HCS: Signals Release 3.1b

I



'hone:

Fax:

:-Mail:

_ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL ANALYSIS

-,.

_

ntersection: :ity/State: nalyst: 'ro j ec t; No: 'ime Period Analyzed: tate: :ast/West Street Name: ~rth/South Street Name:

STP-OOMS(7) 2025PM 4/13/01 Union Grove Road Marine Rd./Mohawk Ind.

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _VOLUME DATA,

_

'Eastbound

I Westbound

I Northbound I Southbound

IL T R IL T R IL T R IL T R

olume

1-------1-------1------,'-=--:------
1225 725 50 175 675 300 1100 125 200 1500 75 375

HF

10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90

K 15 Vol 163 201 14 121 188 83 128 35 56 1139 21 104

i Ln Vol I

I

I

I

Grade

I,

0

'0

I

0

I

0

deal Sat 11900 1900

arkExist I

umPark

I

Heavy Veh 10

0

o. Lanes I 1 2

3Config I L T

1900
0 1 R

/1900
1
I
,0
I1 IL

1900 1900 11900
I I o o 10 21 I1
TRI L

1900
0 1
T

1900
0 1 R

11900
1
I
10
I1 IL

1900
0 1
T

1900
0 1 R

3ne Width /12.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0

rOR Vol I

50 I

'100 ' 2 0 1

240

:1j Flow 1250 806 0

InSharedLnl

LOp Turns I

.lmPeds

I

o

.imfsu s

I0 o o

183 750 222 1111 139 200 1556 83 150

I

I

I

I

I

I

I

oI

oI

o

I0 o o I0 o o /0 o o

.lration

0.25

Area Type: All other areas

OPERATING PARAMETERS

I Eastbound IL T R

1

nit Unmet 10.0 0.0 0.0

rriv. Type I3

3

3

nit Ext. 13.0 3.0 3.0

Factor I

1. 000

ost Time 12.0 2.0 2.0

xt of g 12.0 2.0 2.0

ed Min g I

0.0

I westbound

IL T R

I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1.000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

I Northbound

IL T R

I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1. 000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

I Southbound IL T R I

10.0 0.0 0.0

13

3 3

/3.0 3.0 3.0

I

1. 000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

PHASE DATA

hase Combination 1

2

3

4

5

6

7

8

B Left Thru Right Peds

P

P

P

P

NB Left P

Thru

P

Right P

P

Peds

B Left Thru Right Peds

P

P

P

P

SB Left P

Thru

P

Right P

P

Peds

B Right

P

P

EB Right P

P

B Right

P

P

WB Right P

P

reen e110w 11 Red

20.0 30.0 0.0 0.0

yc1e Length: 90.0

secs

30.0 10.0 0.0 0.0

VOLUME ADJUSTMENT WORKSHEET

ppr. /

Mvt

overnerit, Volume PHF

Adjusted

Prop. Prop.

Flow No. Lane

Flow Rate Left Right

Rate Lanes Group RTOR In Lane Grp Turns Turns

astbound

Left

225

0.90 250

1

L

250

Thru

725

0.90 806

2

T

806

Right 50

0.90 a

1

R

50

a

estbound

Left

75

0.90 83

1

L

83

Thru

675

0.90 750

2

T

750

Right 300

0.90 222

1

R 100

222

orthbound

Left

100

0.90 111

1

L

111

Thru

125

0.90 139

1

T

139

Right 200

0.90 200

1

R 20

200

outhbound

Left

500

0.90 556 .1

L

556

Thru 75

0.90 83

1T

83

Right 375

0.90 150

1

R

240

150

Value entered by user.

SATURATION FLOW ADJUSTMENT WORKSHEET

ppr/ Ideal

Adj .

3.ne Sat f

f

f

f

f

f

f

f

f

Sat

LOup Flow W

HV

G

P

BB

A

LU RT

LT

Flow

3.stbound 1900 1900 1900

1.000 1.000 1. 000

1. 000 1. 000 1.000

1.000 1. 000 1. 000

1.000 1. 000 1. 000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 0.95 1. 000 1.000 1. 00 1. 00 0.850

0.950 1.000

1805 3610 1615

2stbound 1900 1900 1900

1. 000 1.000 1.000

1.000 1. 000 1. 000' 1. 000 1. 000 1. 000

1.000 1. 000 1.000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 0.95 1.000 1.000 1. 00 1. 00 0.850

0.950 1.000

)rthbound 1900 1900 1900

1.000 1. 000 1.000

1.000 1.000 1. 000

1. 000 1.000 1.000

1. 000 1.000 1.000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1.00 1. 00 0.850

0.950 1.000

)uthbound 1900 1900 1900

1.000 1.000 1.000

1.000 1. 000 1.000

1.000 1.000 1.000

1.000 1.000 1.000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1. 000 1.000 1. 00 1. 00 0.850

0.950 1.000

1805 3610 1615
1805 1900 1615
1805 1900 1615

,' . .

-----

Appr/ Lane Mvmt Group

CAPACITY ANALYSIS WORKSHEET

Adj

Adj Sat Flow

Green

Flow Rate Flow Rate Ratio

Ratio

(v)

(s)

(v/s)

(g/C)

--Lane Group--

Capacity vic

(c)

Ratio

astbound Pri. Sec. Left L Thru T Right R
estbound Pri. Sec. Left L Thru T Right R
orthbound Pri. Sec. Left L Thru T Right R
outhbound Pri. Sec. Left L Thru T Right R

250

1805

# 0.14

0.222 401

0.62

806

3610

# 0.22

0.333 1203

0.67

0

1615

0.00

1. 000 1615

0.00

83

1805

0.05

0.222 401

0.21

750

3610

0.21

0.333 1203

0.62

222

1615

0.14

1. 000 1615

0.14

111

1805

0.06

0.333 602

0.18

139

1900

# 0.'07

0.111 211

0.66

200

1615

0.12

1. 000 1615

0.12

556

1805

# 0.31

0.333 602

0.92

83

1900

0.04

0.111 211

0.39

150

1615

0.09

1.000 1615

0.09

:)st Time/Cycle, L = 0.00 sec

Sum (vis) critical = 0.74

Critical vic (X)

= 0.74

~pr/ Ratios Unf

arie

Del

r-p vic g/C d1

LEVEL OF SERVICE WORKSHEET

Prog Lane Incremental Res

Adj Grp Factor Del Del

Fact Cap k

d2

d3

Lane Group Delay LOS

Approach Delay LOS

:J.stbound

0.62 0.222 31.6 1. 000 401 0.50 7.1 0.0 38.7 D

0.67 0.333 25.8 1. 000 1203 0.50 3.0 0.0 28.7 C

0.00 1. 000 0.0 1.000 1615 0.50 0.0 0.0 0.0

A

3stbound

0.21 0.222 28.5 1. 000 401 0.50 1.2 0.0 29.7 C

0.62 0.333 25.2 1.000 1203 0.50 2.4 0.0 27.7 C

0.14 1. 000 0.0 1.000 1615 0.50 0.2 0.0 0.2

A

)rthbound

0.18 0,333 21.3 1. 000 602 0.50 0.7 0.0 22.0 C

0.66 0.111 38.4 1.000 211 0.50 15.0 0.0 53.4 D

0.12 1.000 0.0 1. 000 1615 0.50 0.2 0.0 0.2

A

u t.hbourid

0.92 0.333 28.9 1.000 602 0.50 22.0 0.0 50.9 D

0.39 0.111 37.2 1.000 211 0.50 5.4 0.0 42.6 D

0.09 1.000 0.0 1.000 1615 0.50 0.1 0.0 0.1

A

31.1 C 22.1 C 22.0 C 40.4 D

Intersection Delay = 30.6 (sec/veh) Intersection LOS = C

_______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts

APPROACH

EB WB NB

ycle Length, C 90.0

sec

ctual Green Time for Lane Group, G

ffectiveGreen Time for Lane Group, g

pposing Effective Green Time, go

umber of Lanes in Lane Group, N

umber of Opposing Lanes, No

jjusted Left-Turn Flow Rate, Vlt

roportion of Left Turns in Opposing Flow, Plto

jjusted Opposing Flow Rate, Vo

Jst Time for Lane Group, tl

eft Turns per Cycle: LTC=VltC/3600

pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

~posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b)))-tl, gf<=g

~posing Queue Ratio: qro=l-Rpo(go/C)

:r= (4. 943Volc**0. 762) (qro**l. 061) -tl, gq<=g

~ =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

tho=l-plto

1*=Plt[l+{(N-1)g/(gf+gu/El1+4.24)) )

11 (Figure 9-7)

12=(1-Ptho**n)/Plto, E12>=1.0

nin=2(l+Plt)/g or fmin=2(1+Pl)/g

jiff=max(gq-gf,O)

n= [gf/g) + [gu/g) [11 {l+Pl (El1-1))), (min=fmin;max=l. 00)

1t=fm=[gf/g]+gdiff[1/{1+Plt(E12-1)}]

[gu/g) [11 (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)) IN**

flt

__ SB

)r special case of single-lane approach opposed by multilane approach, ~e text.
If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ~ For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach ~ when gf>gq, see text~

- - - - - - - - - - - -SUPPLEMENTAfoL r PEshRMarIeTdTEDleLfTtsWORKSHEET- - - - - - - - - - - -

APPROACH

EB WB NB SB

ycle Length, C 90.0

sec

ctual Green Time for Lane Group, G

ffective Green Time for Lane Group, 9

pposing Effective Green Time, go

umber of Lanes in Lane Group, N.

umber of Opposing Lanes, No

djusted Left-Turn Flow Rate, Vlt

roportion of Left Turns in Lane Group, pIt

roportion of Left Turns in Opposing Flow, Plto

djusted Opposing Flow Rate~ Vo

~st Time for Lane Group, tl

eft Turns per Cycle: LTC=VltC/3600

pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

9posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b))]-tl, gf<=g

pposing Queue Ratio: qro=l-Rpo(goIC)

::r=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

J =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

tho=l-plto

1*=Plt[l+{(N-1)g/(gf+gu/El1+4.24)) )

11 (Figure 9-7)

12=(1-Ptho**n)/Plto, E12>=1.0

nin=2(1+Plt)/g or fmin=2(1+Pl)/g

jiff=max(gq-gf,O)

n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (min=fmin;max=1.00)

Lt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1)}]

[gu/g] [11 (l+Plt (El1-1)], (min=fmin;max=l. 0) or flt= [fm+O. 91 (N-1)] IN**

fIt Primary

)r special case of single-lane approach opposed by multilane approach, se text. If Pl>=l for shared left-turn lanes with N>l, then assume de~facto left-turn lane and redo calculations. < For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach ~ when gf>gq, see text.

______________________SUPPLEMENTAL UNIFORM DELAY WORKSHEET

_

dj. LT Vol from Vol Adjustment Worksheet, v /c ratio from capacity Worksheet, X rimary phase effective green, g econdary phase effective green, gq From Supplemental Permitted LT Worksheet), gu ycle length, C 90.0 Red =(C-g-gq-gu), r rrivals: v/{3600{max{X,1.0), qa rimary ph. departures: s/3600, sp econdary ph. departures: s{gq+gu)/{gu*3600), ss
Perm Prot Case ueueat beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr niform Delay, dl

EBLT WBLT NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

ppr z' :ine coup

Initial Dur. Unmet Unmet Demand Demand Q veh t hrs.

Uniform Delay

Unadj. Adj.

ds

dl sec

Initial Final Initial Lane

Queue Unmet Queue Group

Paramo Demand" Delay Delay

u

Q veh d3 sec d sec

:istbound

~stbound

)rthbound

ou t.hbound

Intersection Delay 30.6 sec/veh

Intersection LOS C

_ _ _ _ _---'-

ERROR MESSAGES,

_

No errors to report.

HCS: Signals Release J.lb

nter: CR 68 @ UGR
.na Lys t.:
la t e : 4 I 12 I 01 :/W St: Union Grove Rd.

City/St: Prpj #: STP-OOMS(7) Period: 2025AM N/S St~ CR 68/Belwood/Johnson Lake

o. Lanes GConfig olume ane Width TOR Vol

SIGNALIZED INTERSECTION SUMMARY

I Eastbound

I Westbound

I Northbound

IL T R IL T R IL T R

I

I

I

I121 I121 I111

I LT R I LT R I LT R

1335 380 60 130 670 100 190 90 20

112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0

I

60 I

100 I

20

1 Southbound
IL T R I

I111

I L T R

150 60 240

112.0 12.0 12.0

I

240

uration

0.25

Area Type: All other areas

Signal Operations

hase Combination 1

2

3

4I

5

6

7

8

B Left

P

I NB Left P

Thru

P

I

Thru

P

Right

P

P

I

Right P

P

Peds

I

Peds

B Left Thru

P P

1 SB Left P

I

Thru

P

Right

P

P

I

Right P

P

Peds

I

Peds

B Right

P

P

I EB Right P

P

B. Right

P

P

I WB Right P

P

reen

20.0 30.0

15.0 15.0

ellow

11 Red

0.0 0.0

0.0 0.0

ycle Length: 80.0

secs

Intersection Performance Summary

;:>prl Lane

Adj Sat

Ratios

Lane Group Approach

ane

Group

Flow Rate

r-p . Capcity

(s )

vic

g/C

Delay LOS Delay LOS

:istbound

451

1805

0.82

1354

3610

0.31

1615

1615

0.00

"!stbound

451

1805

0.07

1354

3610

0.55

1615

1615

0.00

rt hbound

338

1805

0.30

356

1900

0.28

1615

1615

0.00

mthbound

338

1805

0.17

356

1900

0.19

1615

1615

0.00

Intersection Delay = 26.5

0.250 44.0 D 0.375 18.3 B 1.000 0.0 A

30.3 C

0.250 23.2 C

0.375 21.3 C

1.000 0.0

A

21. 4 C

0.188 30.2 C

0.188 29.8 C

1.000 0.0

A

30.0 C

0.188 28.3 C

0.188 28.5 C 28.4 C

1.000 0.0

A

(sec/veh) Intersection LOS = C

HCS: Signals Release 3.1b

-horie :

Fax:

:-Mail:

_____________________________OPERATIONAL ANALYSIS

__

:ntersection: 'L ty / State: nalyst: 'roject No: 'ime Period Analyzed: late:
:ast/West Street Name : ~rth/South Street Name:

CR 68 @ UGR
STP-OOMS(7) 2025AM 4/12/01 Union Grove Rd. CR 68/Belwood/Johnson Lake

________________________-'--

VOLUME DATA

_

I Eastbound

I Westbound

I Northbound '" Southbound I

I L T R I L TR I L T R I L T R 1

olume HF K 15 Vol

1------1------1------1 1335 380 60 130 670 100 190 90 20 150

60

240 II

10.90 0.90 0.90 /0.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 I

193 106 17 18

186 28 125 25 6

114 17 67 I

i Ln Vol I

II

I

I

Grade

I

0

I

0

I

0

I

0

I

deal Sat /1900 1900 1900 /1900 1900 1900 11900 1900 1900 11900 1900 1900 I

arkExist I

I

I

I

I

umPark

I

I"

I

I

I

Heavy Veh 10

0

0

10

0

0

10

0

0

10

0

0

I

o . Lanes I 1 2 1 I 1 2 1 . / 1 1 1 I 1 1 1 I

3Config I L T R I L T R I L T R I L T R I

~ne Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I

rOR Vol I

60 I

100 I

20 I

240 I

jj Flow 1372 422 0

133 744 0

1100 100 0

156 67 0

I

InSharedLn I

I

1

I

I

rop Turns I

I

I

I

I

~mPeds

I

oI

oI

oI

0I

.imfsu s

10 o o 10 o o 10 o o 10 0 0 I

.i r a t Lon

0.25

Area Type: All other areas

I Eastbound

IL T R

I

nit Unmet 10.0 0.0 0.0

.rriv. Type I3

3

3

"nit Ext. 13.0 3.0 3.0

Factor I

1. 000

-os t; Time 12.0 2.0 2.0

xt of g 12.0 2.0 2.0

ed Min g I

0.0

hase Combination 1

2

B Left Thru Right Peds

p

P

p

P

B Left Thru Right Peds

P

P

P

P

B Right

P

P

B Right

P

P

OPERATING PARAMETERS

, Westbound

IL T R

I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1.000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

I Northbound

IL T R

I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1.000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

1 Southbound
IL T R

I

10.0 0.0 0.0

'"3

3

3

13.0 3.0 3.0

I

1.000

/2.0 2.0 2.0

1I 2".0

2.0 0.0

2.0

PHASE DATA

3

4

5

6

7

8

NB Left P

Thru

p

Right p

P

Peds

SB Left P

Thru

p

Right P

p

Peds

EB Right P

p

WB Right P

P

r-een 2110w l L Red

20,0 30.0 0.0 0.0

{cle Length: 80.0

secs

15.0 15.0 0.0 0.0

.,.
VOLUME ADJUSTMENT WORKSHEET

l\ppr. /

Mvt

'1ovement Volume PHF

Adjusted Prop. Prop.

Flow No. Lane

Flow Rate Left Right

Rate Lanes Group RTOR In Lane Grp Turns Turns

~astbound

Left

335

0.90 372

1

L

372

Thru

380

0.90 422

2

T

422

Right 60

0.90 a

1

R

60

a

vestbound

Left

30

0.90 33

1

L

33

Thru

670

0.90 744

2

T

744

Right 100

0.90 a

1

R

100

a

Jorthbound

Left

90

0.90 100

1

L

100

Thru

90

0.90 100

1

T

100

Right 20

0.90 a

1

R

20

a

iouthbound

. Left

50

0.90 56

1

L

56

Thru

60

0.90 67

1

T

67

Right 240

0.90 a

1

R

240

a

Value entered by user.

SATURATION FLOW ADJUSTMENT WORKSHEET

.ppr/ Ideal

Adj

-arie Sat f

f

f

f

f

f

f

f

f

Sat

roup Flow W

HV

G

P

BB

A

LU RT

LT

Flow

astbound 1900 1900 1900

1. 000 1. 000 1.000

1. 000 1.000 1.000

1. 000 1.000 1. 000

1. 000 1.000 1.000

Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1. 000 1. 00 0.95 1.000 1. 000 1. 00 1. 00 0.850

0.950 1. 000

1805 3610 1615

estbound 1900 1900 1900

1.000 1. 000 1. 000

1. 000 1. 000 1.000 1.000 1. 000 1.000

1.000 1. 000 1. 000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1. 000 1. 00 0.95 1. 000 1.000 1.00 1. 00 0.850

0.950 1. 000

1805 3610 1615

:>rthbound 1900 1900 1900

1.000 1. 000 1. 000

1. 000 1.000 1.000

1.000 1.000 1.000 1. 000 1.000 1. 000

Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850

0.950 1. 000

)uthbound 1900 1900 1900

1.000 1.000 1.000

1.000 1.000 1.000

1. 000 1.000 1.000

1.000 1.000 1.000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1. 000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850

0.950 1.000

1805 1900 1615
1805 1900 1615

--;--,----;;;,

Appr/ Lane Mvmt Group

CAPACITY ANALYSIS WORKSHEET

Adj

Adj Sat Flow

Green

Flow Rate Flow Rate Ratio

Ratio

(v)

(s )

(v / s )

(g/C)

--Lane Group--

Capacity vic

(c)

Ratio

~astbound
Pri. Sec. Left L Thru T Right R lestbound Pri. Sec. Left L Thru T Right R rorthbound Pri ..
Sec. Left L Thru T Right R outhbound Pri. Sec. Left L Th~ T Right R

372

1805

# 0.21

0.250 451

0.82

422

3610

0.12

0.375 1354

0.31

0

1615

0.00

1. 000 1615

0.00

33

1805

0.02

0.250 451

0.07

744

3610

# 0.21

0.375 1354

0.55

0

1615

0.00

1.000 1615

0.00

100

1805

# 0.06

'0.188 338

0.30

100

1900

# 0.05

0.188 356

0.28

0

1615

0.00

1. 000 1615

0.00

56

1805

0.03

0.188 3.3 8

0.17

67

1900

0.04

0.188 356

0.19

0

1615

0.00

1. 000 1615

0.00

Sum (v/s) critical = 0.52

ost Time/Cycle, L = 0.00 sec Critical v!c(X)

= 0.52

ppr/ Ratios Unf

ane

Del

rp vic g/C d1

LEVEL OF SERVICE WORKSHEET

Prog Lane Incremental Res

Adj Grp Factor Del Del

Fact Cap k

d2

d3

Lane Group Delay LOS

Approach Delay LOS

3.stbound
0.82 0.250 28.3 1. 000 451 0.50 15.7 0.0 44.0 D 0.31 0.375 17.7 1. 000 1354 0.50 0.6 0.0 18.3 B 0.00 1.000 0.0 1. 000 1615 0.50 0.0 0.0 0.0 A 2stbound
0.07 0.250 22.9 1. 000 451 0.50 0.3 0.0 23.2 C 0.55 0.375 19.7 1.000 1354 0.50 1.6 0.0 21. 3 C 0.00 1.000 0.0 1. 000 1615 0.50 0.0 0.0 0.0 A )rthbound
0.30 0.188 28.0 1.000 338 0.50 2.2 0.0 30.2 C 0.28 0.188 27.9 1. 000 356 0.50 2.0 0.0 29.8 C 0.00 1.000 0.0 1. 000 1615 0.50 0.0 0.0 0.0 A mthbound
0.17 0.188 27.3 1.000 338 0.50 1.1 0.0 28.3 C 0.19 0.188 27.4 1.000 356 0.50 1.2 0.0 28.5 C 0.00 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0 A

30.3 C 21.4 C 30.0 C 28.4 C

Intersection Delay = 26.5 (sec/veh) Intersection LOS = C

"

______________~-------SUPPLEMENTAL PERMITTED LT WORKSHEET

_

for exclusive lefts

APPROACH

EB WB NB SB

'yc Le Length, C 80.0

sec

.ctual Green Time for Lane Group, G

:ffective Green Time, for Lane Group, g

'pposing Effective Green Time, go

[umber of Lanes in Lane Group, N

rumber of Opposing Lanes, No

.djusted Left-Turn Flow Rate, Vlt

'roportionof Left Turns in Opposing Flow, Plto

djust~d Opposing Flow Rate, Vo

lost Time for Lane Group, tl

eft Turns per Cycle: LTC=VltC/3600

pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b)))-tl, g~<=g

pposing Queue Ratio: qro=l-Rpo(go/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u =g-gq if gq>=gf, =g-gf ifgq<gf

=(gq-gf)/2, n>=O

tho=l-Plto

1*=Plt[1+{(N-l)g/(gf+gu/Ell+4.24)))

11 (Figure 9-7)

12=(1-Ptho**n)/Plto, E12>=1.0

min=2(1+Plt)/g or fmin=2(1+Pl)/g

diff=max(gq-gf,O)

m=[gf/g)+[gu/g) [1/{1+Pl(Ell-1)})" (min=fmin;max=l.OO)

It=fm=[gf/g)+gdiff[1/{1+Plt(E12-1)}]

[gu/g) [l/(l+Plt(Ell-l)), (min=fmin;max=1.0) or flt=[fm+0.91(N-l))/N**'

fIt

'

Jr special case of single-lane approach opposed by multilane approach, 2e text.
If Pl>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations.
k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. Jr special case of multilane approach opposed by single-lane approach r when gf>gq, see text.

______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts

APPROACH

EB WB NB

:ycie Length, C 80.0

sec

,ctual Green Time for Lane Group, G

:ffective Green Time for Lane Group, 9

'pposing Effective Green Time, go

rumber of Lanes in Lane Group, N

lumber of Opposing Lanes, No

.djusted Left-Turn Flow Rate, Vlt

'roportionof Left Turns in Lane Group, PIt

roportion of Left Turns in Opposing Flow, Plto

djusted Opposing Flow Rate, VO

ost Time for Lane Group, tl

eft Turns per Cycle: LTC=VltC/3600

pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b)))-tl, gf<=g

pposing Queue Ratio: qro=l-Rpo(gb/C)

q=(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

u =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

tho=l-plto

1*=Plt[1+{(N-l)g/(gf+gu/Ell+4.24)))

11 (Figure 9-7)

12=(1-Ptho**n)/Plto, E12>=1.0

min=2(1+Plt)/g or fmin=2(1+Pl)/g

diff=max(gq-gf,O)

:n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (rn.ine frn.i n r mexe Lc Un )

It=fm=[gf/g]+gdiff[l/{1+Plt(EI2-1)})

[gu/g] [1/(1+Plt(Ell-1)), (rru ne frru n r maxe Lc O) or flt=[fm+0.91(N-l))/N**

fIt Primary

~_
SB

Jr special case of single-lane approach opposed by multilane approach, ~e text.
If pI>=l for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ~ For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach ~ when gf>gq, see text.

_____________________ SUPPLEMENTAL UNIFORM DELAY WORKSHEET__------

__

~j. LT Vol from Vol Adjustment Worksheet, v

'/c ratio from Capacity Worksheet, X

'rimary phase effective green, 9

:econdary phase effective gr~en, gq

From Supplemental Permitted LT Worksheet), gu

~ycle length, C 80.0

Red =(C-g-gq-gu), r

.rrivals: v/(3600(rnax(X,1.0))), qa

'rimary ph. departures: s/3600, sp :econdary ph; departures: s(gq+gu)/(gu*3600), ss

.Perm

.Pz o t;

.Ca s e
'ueue at beginning of green arrow, Qa

'ueue at beginning of unsaturated gr~en, Qu

.esidual queue, Qr

rtiform Delay, dl

EBLT WBLT NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

ppr/ ane roup

Initial Dur. Unmet Unmet Demand Demand Q veh t hrs.

Uniform Delay

Unadj. Adj.

ds

dl sec

Initial Final

Queue Unmet

Paramo Demand

u

Q veh

Initial La.ne Queue Group Delay Delay d3 sec d sec

astbound

estbound

orthbound

out hbound

Intersection Delay 26.5 sec/veh

Intersection LOS C

_ _ _ _- - - - - - - - - - - - - E R R O R MESSAGES
No errors to report.

-:-

_

HCS: Signals Release 3.1b

nter: CR 68 @ UGR nalyst: ate: 4/13/01 /W St: Union Gr6ve Road

City/St: Proj #: Period: 2025 PM N/S St: CR 68/Belwood/Johnson Lake

J. Lanes 3Config
oLurne
arie Width rOR Vol

SIGNALIZED INTERSECTION SUMMARY

I Eastbound

I Westbound

I Northbound

IL T R IL T R IL T R

I

I

I

I121 I121 I111

I LT

R I LT

R 1 LT

R

1240 670 90 120 380 50 160 60 30

112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0

I

60 I

50 I

20

I Southbound

IL T R

I

I 1 1. 1

I LT R

1100 90 335

112.0 12.0 12.0

I

240

.lration

0.25

Area Type: All other areas

Signal Operations

~ase Combination 1

2

3

4I

5

6

7

8

3 Left Thru Right Peds
3 Left Thru Right Peds
3 Eight 3 Right

P

P

P

P

P

P

P

P

P

P

P

P

I NB Left P

I

Thru

P

I

Right P

P

I

Peds

I SB Left P

I

Thru

P

I

Right P

P

I

Peds

I EB Right P

P

I WB Right P

P

:-een

20.0 30.0

15.0 15.0

=llow

Ll Red

0.0 0.0

0.0 0.0

(cle Length: 80.'0 secs

Intersection Performance Summary

)pr/ Lane

Adj Sat

Ratios

Lane Group Approach

arie

Group

Flow Rate

:-p

Capcity

(s)

vic

g/C

Delay LOS Delay LOS

ss t.bourid

451

1805

1354

3610

1615

1615

ss t.bound

451

1805

1354

3610

1615

1615

srt hbound

338

1805

356

1900

1615

1615

mthbound

338

1805

356

1900

1615

1615

Intersection Delay

0.59 0.55 0.02
0.05 0.31 0.00
0.20 0.19 0.01
0.33 0.28 0.07
= 23.2

0.250 32.0 C .0.375 . 21.3 C
1 ..000 0.0+ A

23.4 C

0.250 23.0 C

0.375 18.3 B

1. 000 0.0

A

18.5 B

0.188 0.188 1.000

28.7 C 28.5, C 0.0+ A

26.5 C

0.188 30.7 C
0.188 29.8 C 20.2 C 1.000 0.1 'A
(sec/veh) Intersection LOS = C

,'-------------------~-------------------
HCS: Signals Release 3.1b

hone:

.Fax:

-Mail: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATIONAL ANALYSIS

---..:-.

_

ntersection: ity/State: nalyst: r o j-ec t; No: ime Period Analyzed: 3.te: 3.st/West Street Name: orth/South Street Name:

CR 68 @ UGR
2025 PM 4/13/01 Union Grove Road CR 68/Belwood/Johnson Lake

_ _ _ _ _ _ _ _ _~

VOLUME DATA.

_

I Eastbound

I Westbound

Northbound .1 Southbound I

IL T R IL T R

L

T

R IL

T

RI

olume

I-------I---~--- - - - - - - - 1

1240 670 90 120 380 50

60 60 30 /10090

335 II

HF

10.90 0.90 0.90 10.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 I

K 15 Vol 167 186 25 16

106 14

17 1 7 8

128 25 93 I

i Ln Vol I

Grade

I

0

I

I

0

o

I

I

101

jeal Sat 11900 1900 1900 11900 1900 1900 1900 1900 1900 11900 1900 1900 I

3.rkExist I

I

umPark

I

I

II

II

Heavy Veh 10

0

0

10

0

0

o o o 10 0 0 1

J. Lanes I 1 2 1 1 1 2 1

111 I111 I

3Config I L T

R I LT

R I L T R 1 L T

R1

3.ne Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I'

rOR Vol jj Flow

I

60

1267 744 33

I
122

50 422 0

I
167

67

20 11

I

240 I

1111 100 106 I

InSharedLnl

I

I

1

1

rop Turns I

I II

1

umPeds urnBus

1
I0 - 0

o o

I I0

o

o o

I
10

oI

o .0

I0

0 00

1
I

.lration 0.25

Area Type: All other areas

_ _ _ _ _ _ _ _ _ _ _ _ _ _OPERATING PARAMETERS

_

I Eastbound . I Westbound

1L

T

R IL

T

R

1-------I
nit Unrnet 10.0 0.0 0.0 10.0 0.0 0.0

rriv. Typel3

3

3

13

3

3

ni tExt. , I3 . 0 3.0 3.0 13.0 3.0 3.0

Factor 1

1. 000

1

1. 000

ost Time 12.0 2.0 2.0 12.0 2.0 2.0

xt of g 12.0 2.0' 2.0 12.0 2.0 2.0

ed Min g I

0.0

1

0.0

I Northbound

IL T R I

10.0 0.0 0.0

13

3

3

13.0 3.0 3.0

I

1.000

12.0 2.0 2.0

12.0 2.0 2.0

I

0.0

I Southbound

IL T R

I

10.0 0.0 0.0

13 3 3

13.0 3.0 3.0

I

1. 000

/2.0 2.0 2.0

12.0 2.0 2.0

I

0.0

PHASE DATA

hase Combination 1

2

3

41

5

6

7

8

B Left . Thru Right Peds

P

P

P

P

NB ' Left P

Thru

P

Right P

P

Peds

B Left Thru Right Peds

P

P

P

P

SB Left P

Thru

P

Right P

P

Peds

B Right

P

P

EB Right P

P

B Right

P

P

WB Right P

P

reen ellow 11 Red

20.0 30.0 0.0 0.0

ycle Length: 80.0 secs

15.0 15.0 0.0 0.0

;
VOLUME ADJUSTMENT WORKSHEET

ppr. /

Mvt

ovement Volume PHF

Adjusted Prop. Prop.

Flow No. Lane

Flow Rate Left Right

Rate. Lanes Group RTOR In Lane Grp Turns Turns

astbound

Le.ft

240

0.90 267

1

L

267

Thru

670

0.90 744

2

T

744

Right 90

0.90 33

1

R

60

33

estbound

Left 20

0.90 22

1

L

22

Thru

380 . 0.90 422

2

T

422

Right 50

0.90 a

1

R

50

a

orthbound

Left

60

0.90 67

1L

67

Thru 60

0.90 67

1T

67

Right 30

0.90 11

1

R

20

11

outhbound

Left

100

0.90 111

1

L

111

Thru

90 .

0.90 100

1

T

100

Right 335

0.90 106

1

R

240

106

Value entered by user.

SATURATION FLOW ADJUSTMENT WORKSHEET

ppr/ Ideal

Adj

ane Sat f

f

f

f

f

f

f

f

f

Sat

roup Flow W

HV

G

P

BB

A

LU RT

LT

Flow

astbound 1900 1900 1900

1.000 1. 000 1.000

1.000 1.000 1.000

1.000 1.000 1. 000

1.000 1.'000
1.000

Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 0.95 1.000 1.000 1. 00 1. 00 0.850

0.950 1.000

1805 3610 1615

estbound 1900 1900 1900

1. 000 1.000 1.000

1.000 1.000 1.000

1. 000 1. 000 1. 000

1.000 1. 000 1.000

Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 0.95 1.000 1. 000 1. 00 1. 00 0.850

0.950 1. 000

1805 3610 1615

orthbound 1900 1900 1900

1.000 1. 000 1.000

1.000 1.000 1.000

1.000 1. 000 1.000

1.000 1.000 1.000

Sec LT Adj/LT Sat: 1. 000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850

0.950 1. 000

1805 1900 1615

outhbound 1900 1900 1900

1.000 1.000 1.000

1.000 1.000 1.000

1.000 1.000 1. 000

1.000 1.000 1.000

Sec LT Adj/LT Sat: 1.000 1. 00 1. 00 1.000 1. 00 1. 00 1.000 1.000 1. 00 1. 00 0.850

0.950 1.000

1805 1900 1615

.....

Appr/ Lane Mvmt Group

Adj Flow Rate
(v)

astbound Pri. Sec. Left L Thru T Right R
estbound Pri. Sec. Left L Thru T Right R
orthbound Pri. Sec. Left L Thru T Right R
:luthbound Pri. Sec. Left L Thru T Right R

267

1805

# 0.15

0.250 451

744

3610

# 0.21

0.375 1354

33

1615

0.02

1. 000 1615

22

1805

0.01

0.250 451

422

3610

0.12

0.375 1354

o

1615

0.00

1. 000 1615

67

1805

0.04

0.188 338

67

1900

0.04

0.188 356

11

1615

0.01

1. 000 1615

111

1805

#0.06

0.188 338

100

1900

# 0.05

0.188 356

106

1615

0.07

1.000 1615

Sum (v/s) critical = 0.47

:>st Time/Cycle, L = 0.00 sec Critical v/c(X)

= 0.47

0.59 0.55 0.02
0 ..05 0.31 0.00
0.20 0.19 0.01
0.33 0.28 0.07

;::>pr/ Ratios Dnf

arie

Del

r-p vic . g/C .d1

SERVICE WORKSHEET

Incremental Res

Factor Del Del

k

d2

d3

Lane Group Delay LOS

_ Approach
Delay LOS

:tstbound

0.59 0.250 26.4 1. 000 451 0.50 5.6 0.0 32.0 C

0.55 0.375 19.7 1. 000 1354 0.50 1.6 0.0 21.3 C

0.02 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A

~stbound

0.05 0.250 22.8 1.000 451 0.50 0.2 0.0 23.0 C

0.31 0~375 17.7 1.000 1354 0.50 0.6 0.0 18.3 B

0.00 1. 000 o. a 1. 000 1615 0.50 0.0 0.0 0.0

A

)rthbound

.0.20 0.188 27.4 1.000 338 0.50 1.3 0.0 28.7 C

0.19 0.188 27.4 1.000 356 0.50 1.2 0.0 28.5 C

0.01 1.000 0.0 1.000 1615 0.50 0.0 0.0 0.0+ A

)uthbound'

0.33 0.18'8 28.1 1.000 33.8 0.50 2.6 0.0 30.7 C

0.28 0.188 27.9 1.000 356 0.50 2.0 0.0 29.8 C

0.07 1'.000 0.0 1.000 1615' 0.50 0.1 0.0 0.1

A

23.4 C 18.5 B 26.5 C 20.2 C

Intersection Delay = 23.2 (sec/veh) Intersection LOS = C

_______________________SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts

APPROACH

EB WB NB

ycle Length, C 80.0

sec

2tual Green Time for Lane Group, G

ffective Green Time for Lane Group, 9

pposing Effective Green Time, go

umber of Lanes in Lane Group, N

umber of Opposing Lanes, No

jjusted Left-Turn Flow Rate, Vlt

Loportion of Left Turns in Opposing Flow, plto

jjusted Opposing Flow Rate, Vo

Jst Time for Lane Group, tl

2ft

Turns .per Cycle:

LTC=VltC/3600 \

pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo.

pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

f=[Gexp(- a * (LTC ** b)))-tl, gf<=g

pposing Queue Ratio: qro=l-Rpo(go/C)

~=(4.943Volc**0.762)(qro**1.061)-tl, gq<=g

J =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

tho=l-Plto

l*=Plt[l+{ (N-1)g/(gf+gu/El1+4.24)))

II (Figure 9-7)

l2=(1-Ftho**n)/Plto, E12>=1.0

nin=2(1+Plt)/g or fmin=2(1+Pl)/g

jiff=max(gq-gf/O)

n=[gf/g]+[gu/g] [l/{1+Pl(El1-1)}], (min=fmin;max=1.00)

Lt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1)})

[gu/g] [l/(1+Plt(El1-1)), (min=fmin;max=l.O) or flt=[fm+0.91(N-l))/N**

fIt

_ SB

)r special case of single-lane approach opposed by multilane approach,

"e text.

If Pl>=l for shared left-turn lanes with N>l, then assume de-facto

left-turn lane and redo calculations.

~ For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.

)r special case of multilane approach opposed by single-lane approach

~ when gf>gq, see text.

.

________~

SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts

APPROACH

EB WB NB

{cle Length, C 80.0

sec

:tual Green Time for Lane Group, G

Efective Green Time for Lane Group, 9

)posing Effective Green Time, go

1mber of Lanes in Lane Group, N

1mberof Opposing Lanes, No

ljusted Left-Turn Flow Rate, Vlt

coportion of Left Turns in Lane Group, PIt

coportion of Left Turns in Opposing Flow, plto

ljusted Opposing Flow Rate, Vo

)st Time for Lane Group, tl

~ft Turns per Cycle; LTC=VltC/3600

)posing Flow per Lane, Per Cycle: Volc=VoC/3600fluo

)posing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)

E=[Gexp(- a * (LTC ** b))]-tl, gf<=g

)posing Queue Ratio: qro=I-Rpo(go/C)

F(4.943Volc**0.762) (qro**1.061)-tl, gq<=g

1 =g-gq if gq>=gf, =g-gf if gq<gf

=(gq-gf)/2, n>=O

::ho=l-Plto

L*=Plt[1+{(N-1)g/(gf+gu/El1+4.24)))

L1 (Fi gu r e 9 - 7 )

L2=(1-Ptho**n)/Plto, E12>=1.0

nin=2(I+Plt)/g or fmin=2(1+Pl)/g

liff=max(gq-gf,O)

n= [gf/g] + [gu/g] [11 {1+Pl (Ell-I)}], (min=fmin;max=1.00)

Lt=fm=[gf/g]+gdiff[I/{1+Plt(E12-1)}]

[gu/g] [II (I+Plt(Ell-l)], (min=fmin;max=I.0) or flt=[fm+0.91.(N-l)] IN**

fIt Primary

__ SB

)r special case of single-lane approach opposed by multilane approach, ~e text.
If pI>=l for shared left-turn lanes with N>I, then assume de-facto left-turn lane and redo calculations.
k For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. )r special case of multilane approach opposed by single-lane approach c when gf>gq, see text.

______________________ SUPPLEMENTAL UNIFORM DELAY WORKSHEET

__

dj. LT Vol from Vol Adjustment Worksheet, v

/c ratio from Capacity Worksheet, X

rimary phase effective green, g

econdary phase effective green, gq

From Supplemental Permitted LT Worksheet), gu

ycle length, C 80.0

Red =(C-g-gq-gu) , r

rrivals: v/(3600(max(X,1.0))), qa

rimary ph. departures: s/3600, sp

econdary ph. departures: s(gq+gu)/(gu*3600), ss

Perm

Prot

Case

ueue at beginning of green arrow, Qa

ueue at beginning of unsaturated green, Qu

esidual queue, Qr

niform Delay, dl

EBLT WBLT NBLT SBLT

DELAY/LOS WORKSHEET WITH INITIAL QUEUE

ppr/ ane roup

Initial Dur. Unmet Unmet Demand Demand Q veh ... t hrs.

astbound

Uniform Delay

Unadj. Adj.

ds

dl sec

Initial Final

Queue Unmet

Paramo Demand

u

Q veh

Initial Lane Queue Group Delay Delay d3 sec d sec

estbound

orthbound

outhbound

Intersection Delay 23.2 sec/veh

Intersection LOS C

_________________ERROR MESSAGES

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