Cement modification of micaceous subgrade soils in Georgia / David M. Jare

II GA'
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GEORGIA DOT RESEARCH PROJECT 8906 FINAL REPORT

. I'

CEMENT MODIFICATION OF . MICACEOUS SUBGRADE SOILS IN GEORGIA

OFFICE OF MATERIALS AND RESEARCH RESEARCH AND DEVELOPMENT BRANCH
iI

TECHNICAL REPORT STANDARD TITLE PAGE

1. Report No. FHWA-GA-02-8906

2. Government Accession No.

4. Title and Subtitle

Cement Modification of Micaceous Subgrade Soils in Georgia

7. Author(s) David Jared, Special Research Engineer

3. Recipient's Catalog No.
5. Report Date March 2002
6. Performing Organization Code
8. Performing Organ. Report No.: 8906

9. Performing Organization Name and Address. Georgia Department of Transportation Office of Materials and Research 15 Kennedy Drive Forest Park, Georgia 30297-2599
12. Sponsoring Agency Name and Address Georgia Department of Transportation Office of Materials and Research 15 Kennedy Drive Forest Park, Georgia 30297-2599

10. Work Unit No.
11. Contract or Grant No. ..
13. Type of Report and Period Covered Final; 1993-1997
14. Sponsoring Agency Code

15. Supplementary Notes Prepared in cooperation with the U.S. Department of Transportation Federal Highway Administration
16. Abstract The objective of this project was to study the effect of cement stabilization of micaceous soils. GDOT constructed test sections
with subsections using varying thicknesses of cement-modified micaceous subgrade soil (CMMSS), with variations in the amount of cement used within the subsections. These /sections were compared with unmodified control sections. Lab tests performed during construction on the soil cement designs from the test sections indicated that the compressive strength of the soil improved with increased cement percentage, yet not enough to meet the. GDOT minimum requirement. Annual pavement evaluations of the test and control sections were conducted fro~ 1995 to 1997, including visual assessment, rut measurements, and falling weigh( deflectometer (FWD) testing. Also, optimal levels of CMMSS thickness and cement percentage were determined, based on the effect of these two variables on the elastic modulus of the soil and on construction costs. Per the evaluations, the cement generally appears to have strengthened the micaceous' soils to which it was added. M~l visual distresses were observed. The deflections obtained in each test section from the FWD runs' generally decreased linearly as depth of cement modification increased. Per the FWD data collected, deflections are primarily based on the thickness of the CMMSS layer and rely little upon cement percentages. As CMMSS thickness increases, elastic modulus and service life generally increase, and for each CMMSS thickness, higher cement percentages generally yield higher elastic moduli and seryice lives. It was determined to be most cost effective to use the CMMSS thickness and cement percentage where elastic modulus increases due to higher levels of these variables maximize. If the CMMSS thickness is increased to ,this level, the cement percentage should also be increased to ensure adequate compressive strength.

17. Key Words Micaceous soils, soil cement, subgrade construction

18. Distribution Statement

19. Security Classif. (of this report) Unclassified

20. Security classif. (of this page) 21. No. of Pages

Unclassified

78

22. Price

Form DOT 1700.7 (8-69)

.GEORGIA DEP~RTMENTOF TRANSPORTATION
OFFICE OF MATERIALS AND RESEARCH
I: Finat Report
GDOT Research Project 8906
Cement Modification of Micaceous Subgrade Soils in Georgia
David M. Jared Special Research Engineer Research and Development Branch
, March 2002
The contents of this report reflectthe views of the author, who is responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the Georgia Department of Transportation or . the Federal Highway Administration. This report does not constitute a standard, specifi,cation, or regulation.

I
II

I

I

i I

TABLE OF CQNTENTS

II I I I

Section

II I

Executive Summary

ii

III

List of Tables .~

:

iii

Ii
1
1.il

1.0 Introduction 2.0 Objectives

II

II

3.0 Test Site Layout

,

,

,

1

1

1

11
I Ii

4.0 Test Section Construction 5.0 Mix Design Results

;"' ~: :

: : ..

I

6.0 'Initial Pavement Evaluation

Ii

6.1 Visual Inspection and Rut Measurements

2 6 6 6

6.2 Falling Weight Deflectometer Testing 7.0 Optimal Levels of Cement Modification

: ; 10 12

8.0 Conclusions and Recommendations

.. 13

Appendices A: Test Section Layouts .R Special Provision for Test Section Construction

C. GDOT Standard Specifications 300 and 301

D. Rut Measurements E. FWD Nonnalized Deflections F. Elastic Moduli and Other Data from FWD Readings G. Supporting Data on Optimai CMMSS Thickness and Cement

II

Percentage

EXECUTIVE SUMMARY

Micaceous soils of Georgia's Piedmont region pose stability problems similar to heavy clays.

The objective of this project was to study the effect of using cement for the stabilization of

micaceous soils. GDOT constructed test sections with subsections using varying thicknesses of

cement-modified micaceous subgrade soil (CMMSS), with variations in the amount of cement

used within the subsections themselves. These sections were compared with unmodified control

sections. GDOT constructed three 1200-foot test sections in micaceous soils on a new

construction project located in the Piedmont region, the Buchanan Bypass (State Route llUS 27).

The test sections lie in the southbound outside lane. At the time of the evaluation, this section of

the Bypass sustained 100,000 equivalent single-axle loads in the southbound direction.

During construction, laboratory tests were perfomied on the soil cement designs for the test

sections. The test results indicated that the unconfined compressive strength (fe') of the soil

improved proportionally to an increase in the cement percentage used, yet not enough to meet the

GDOT minimum requirement of 300 psi for fe'. This requirement might be met if the cement

percentage is increased to at least 12%. Following construction falling weight deflectometer

(FWD) testing was performed to determine the structural capacity of pavement layers in the

control and test sections. F~ readings indicated that the control sections with no stabilized

. subgrade were much weaker than the sections with cement stabilization.

,

Annual

pavement.

evaluations .

of

each

of

the

test

and

control

sections were conducted \.

from

1995-97, including visual assessment of pavement surface distress, m~nual rut measurements,

Ii

and FWD testing. Optimal levels of CMMSS thickness and cement percentage were determined,

based on the effect of these tWo variables on the elastic modulus' (Me) of the soil and on

construction costs. Per the evaluations, the cement generally appears to have strengthened the

micaceous soils to which it was added. Minimal rutting and other visual distresses were

observed. The deflections obtained in each test section from the FWD runs'generally decreased

linearly as depth of cement modification increased; however, a minor increase in the overall

magnitude of the deflections was observed over time, due to general wear of the pavement. Per

the FWD data, deflections are primarily based on the thickness of ,the CMMSS layer and rely

little upon cement percentages.

As CMMSS thickness increases, Me and projected service life generally increase, and for a

given CMMSS thickness, higher cement percentages generally yield higher Me and projected'

service lives. The average projected service lives of nearly all test subsections remained high for

the first three years of the evaluation, but began to fall thereafter. The largest drops were noticed

in the subsections with lower CMMSS thickness. It was determined to be most cost effective to

use the CMMSS thickness and cement percentage where Me increases due to higher levels of
these variables maximize. It IS projected that this would occur once a CMMSS thickness of 14 in.

is reached. If the CMMSS thickness is increased to 14 in., the' corresponding cement percentage

should be increased to at least 12% to ensure adequate compressive strength. '

Further laboratory tests and co'st analysis of CMMSS with a thickness of 14 in. and cement

percentage of 12% or more should be considered. Also, a follow up evaluation of the control and

test sections should be conducted. If the service life has decreased quickly since the conclusion of

the project or decreases quickly in the next 1-2 years, this may indicate that the modification

serves more as an extended delay to pavement deterioration rather than as a preventive measure.

11

I

I,

LIST OF TABLES

I

TABLE

III

1. Test Section 1 Classification and Laboratory Test Results

PAGE 3

2. Test Section 2 Classification and Laboratory Test Results

4

II'I

3. Test Section 3 Classification and Laboratory TestResults

5

IIII,

4. Test Section 1 Soil Cement Design Results



7

II
I

5. Test Section 2 Soil Cement Design Results





.. 8

Ii

6. Test Section 3 Soil Cement Design Results

.. ..

9

I

7. Rut Measurements from Annual Pavement Evaluations

10

II

8. Average Deflections (mils) for CMMSS Test Sections: 1995-97 Evaluations

10

9. Comparison of Average Deflections in Control and Test Sections

11

10. Decrease in Deflections from 1995-96

11

11. Increase in Deflections' from 1996-97

11

12. Reiationship between CMMSS Thickness/Cement Percentage and

Elastic Modulus/Service Life..'

..

12

13. Cost per Mile for Cement Modification



:..

13

14. Cost Increases Associated with Increasing Cement Percentage

& CMMSS Thickness

:

13

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iii
111
1,~

CEMENT MODIFICATION OF MICACEOUS SUBGRADE SOILS IN GEORGIA

1.0 INTRODUCTION

,

Extensive road building in Georgia over the last 30 years has greatly reduced the availability

of Class I and II soils for subgrade construction in the Piedmont and Ridge and Valley Regions of

the state. This lack of quality soils has caused significant increases in construction costs, since

thicker sections of base and paving are required to bridge the poorer classes of subgrade soils.

To provide better subgrade conditions in areas of highly clayey soils,' the Georgia DOT

chemically stabilizes highly clayey soils with lime. The increase in bearing capacity of these

soils, resulting from the lime stabilization, has allowed reductions in base and paving thicknesses

and net savings of $3-$5/sq. yd. on typical sections.

Micaceous soils of the Piedmont Region, however, pose stability problems similar to heavy

clays, and these problems have not yet been fully addressed. Experience has shown that lime

does not react well with these soils. Lime-fly ash modification of these soils could be effective

in the long run, but soil strength develops slowly using this method, and immediate construction

stability cQuld be a problem. The addition of lime and fly ash also increases construction costs,

since, both :materials are relatively expensive and two mixing operations are involved. Cemen~, on the other hand, may offer a viable and economical alternative to lime-fly ash or

.conventional design/construction procedures for micaceous soils. Laboratory experiments

indicate that cement reacts favorably with most micaceous soils. Even the poorest of these soils,

those with extremely low densities and high volume changes, have undergone significant

physical property changes with the addition of as little as 2% cement.'

2.0 OBJECTIVES The overall objective of this project was to study the effect of utilizing cement in micaceous
soils. The specific objectives of the project are given below: 1. Construct test sections with subsections using varying thicknesses of cement-modified micaceous subgrade soil (CMMSS), with variations in the amount of cement used within the subsections themselves. Compare test sections with unmodified control sections. 2. During construction, conduc~ laboratory'tests on the soil cement designs for the test sections. Following construction, extract core specimens for additional laboratory testing and perform falling weight deflectometer (FWD) testing to determine the structural ' capacity of pavement layers in the ~ontrol and test sections. 3. Conduct annual pavement evaluations for each of the test sections and their respective control sections. The evaluations would include visual assessment of pavement surface distress, manual rut measurements, and FWD testing as above. 4. Determine optimal levels of CMMSS thickness' and cement percentage, based on the effect of these two variables on the elastic modulus of the soil and on construction costs.

3.0 TEST SITE LAYOUT GDOT constructed three 1200-foot test sections in micaceous soils that represent the upper
limits of a Class lIlA soil ahd the mid-range and upper limits of a Class IIIB soil. The new

GDOT soil classification numbers for these two classes of soil are IIB4 and IIICl/111C2/I11C3,

respectively. The new classification numbers will be used in the remainder of this report. GDOT

opted to construct the test sections on a new construction project .located in the Piedmont

geologic region. After reviewing a number of candidate projects, the Buchanan Bypass (SR1/US

27) was selected for the test site construction.

A section detail for all three test sections is shown in Appendix A. The three test sections are

located between the following stations: (1) 427+00 to 439+00; (2) 445+00 to 457+00; and (3)

489+00 to 501+00. The test sections lie in the southbound outside lane between Milepost (MP)

7.88 (north end) and MP 6.48 (south end). In 1995-96, the average daily traffic (ADT) for this

II

section of the Bypass in the northbound and southbound directions was 4900 and 7700, respectively, with truck percentages of 9.8% in both directions. These ADTs and truck percentages

resulted in equivalent single-:axle loads of 60,000 and 100,000 for the northbound and southbound

directions, respectively. \ The thicknesses of the layers in the control and test sections are shown below.

All Sections 1-112 in. asphaltic concrete HE" 2 in. asphaltic concrete "B" 3 in. asphaltic concrete base 12 in. graded aggregate base

Subgrades 12 in. CMMSS (Subsection 1) 9 in. CMMSS (Subsection 2) 6 in. CMMSS (Subsection 3) . 12 in~ untreated subgrade (control)

The subgrade material in the three test sections was required to meet the specifications below. Soil classifications under the previous system are given in parentheses.
1. Test Section (TS) 1 - The top 12 in. of roadbed shall consist ofa class IIB4 & IIICI (IlIA) soil having volume change properties in the range of 18-25%.
2. TS2 - The top 12 in. of roadbed shall consist of a class IIIC2 & IIIcr (IIIB) soil having volume change properties in the range of 28-35%.
3. TS3 - The top 12 in. of roadbed shall consist of a class IIIC3 (IIIB) soil having volume change properties in the range of37-50%.

4.0 TEST SECTION CONSTRUCTION For the test section construction, a special provision was included in the Buchanan Bypass'
construction contract (see Appendix ,B). Ellard Contracting Co., Inc., was the prime contractor for the Buchanan Bypass. Ellard subcontracted the cement stabilization work to J.A~ Long, Inc.
To obtain the specified subgrade material for each test section, the contractor mined and stockpiled the material. First, an area with micaceous material that met the classification requirements was located by utilizing the Buchanan Bypass soil survey. Soil samples were taken from this are<!:, and classification tests were performed on these samples. If the material passed the classification requirements, it was stockpiled in an area near the test seCtion. After the material was stockpiled, classification retests ,were performed. If the material ,passed these classification retests, it could be spread over the test section. Before the micaceous soil was spread over the test section, however, the subgrade was brought within 12 in. of the final subgrade elevation. The micaceous material was then placed on the test section so that the subgrade was nearly one inch above the final subgrade elevation.

2

Once the material was in place, samples were taken every 100 ft., and classification tests were performed on the samples. If the material did not pass the classification tests, construction of the test section was stopped, material was removed, and the mining, stockpiling, and placement process was repeated. If the material passed these classification tests, construction continued. Additional lab tests, viz. physical property analyses, were 'performed on the micaceous soil used in the test sections. Results from the classification and laboratory tests are shown in Tables 1-3.
TABLE 1 Test Section 1 Classification and Laboratory Test Results

Station

Old New Soil . Soil
Class. Class.

427+50 III-A IIB4 428+50 III-A IIB4

1.5 in. 100 100

Sieve Analysis

Total % Passing

#10

#40

#60

94

92

80

95

95.

82

.'~ , .
Total Clay

#200

(%)

35

29

-

35

28

429+50 III-A IIB4

100

93

92

80

37

32

430+50 III-A . IIB4

100

92

97

88

37

30

431+50 III-A IIB4

100

92

90

78

32

23

432+50 III-A IIB4

100

95

89

77

31

19

433+50 III-A IIB4

100

97

91

81

33

22

434+50 III-B IIICI

100

94

92

82

36

27

435+50 . III-B IIICI

100

97

91

81

38

31

436+50 III-A IIICI

100

95

91

80

36

27

.437+50 III-A IIB4

100

95

88

77

32

20

438+50 Station 427+50

III-A
Old Soil Class.
III-A

IIB4
New Soil Class.
IIB4

100
Liq. Plast. Limit Limit
SIC* NP**

95

91

% Volume Chane;e
Swell Shrink Tot.
(%) (%) (%)

23.6

1.7 25.3

80
Max. Dry . p (pet)
104.8

38
Optimum Moisture
(%)
17.2

31
Soil Supp. pH Value
3.9 5.0

428+50 III-A IIB4 SIC' NP 23.9

1.0 24.9

106.0

17.2

2.8 5.0

429+50 III-A IIB4 SIC NP 23.4
\
430+50 III-A IIB4 SIC NP 24.1

1.3 24.7 1.0 25.1

105.8 105.3

17.4 16.6'

3.9 5.0 3.8 5.0

431+50 III-A IIB4 SIC NP 21.7

0.9 22.6

104.5

17.7

3.9 4.8

432+50 III-A IIB4 SIC NP 22.5
433+50 III-A IIB4 SIC NP .. ta.7

0.7 23.2 1.6 22.3

105.3 106.8

16.7

3.8 4.8

18.7

3.6 5.0

434+50 III-B IIICI SIC NP 27.1

1.2 28.2

105.9

17.9

4.0 5.0

435+50 III-B IIICI SIC NP 25.8

1.8 27.6

105.7

16.8

3.9 5.1

436+50 . III-A IIICI SIC NP 24.1 , 2.0 26.1

105.0

17.5

3.8 5.0

437+50 III-A . IIB4 SIC NP 22.8

1.8 24.6

107.1

15.7

3.8 5.0

438+50 III-A IIB4 SIC NP 19.8 12.0 21.8

107.4

17.5

4.2 5.1

*SIC: slid in cup (non-plastic) **NP: non-plastic

3
1:11/

TABLE 2 Test Section 2 Classification and Laboratory Test Results

Station

Old. New Soil Soil Class. Class.

445+50 III-B IIIC3

446+50 III-B IIIC3

447+50 III-B IIIC3

448+50 III-B IIIC3

449+50 III-B IIIC3

450+50 II-B IIIC3

451+50 III-B IIIC2

452+50 III-B IIIC3

453+50 III-B IIIC3

454+50 III-B lIB3

455+50 III-B IIIC3

456+50 III-B IIIC3

Station
.445+50

Old Soil Class.
III-B

New. Soil Class.
.IIIC3

446+50 III-B IIIC3

447+50 III-B IIIC3

448+50 III-B IIIC3

449+50 III-B IIIC3

450+50 II-B . IIIC3

451+50 III-B IIIC2

452+50 III-B IIIC3

453+50 III-B . IIIC3

454+50 III-B 1m3

455+50' III-B IIIC3

456+50 III-B IIIC3

1.5 in.
100 100 100 100 100 100 100 100 100 100 100 100

Liq. Plast. Limit Limit

41

10

42 10

42 10

42

11

37

9

44 11

43

11

44 12

38

9

38

7

39

7'

41

9

Sieve Analysis

Total Percent Passing

#10 .

#40.

#60

83

93

80

81

90 '

78

84

89

84

88

87

88

84

82

84

(

88

84

88

85

90

85 1

86

90

86

82

91

82

79

89

78

85

88

79

.. 86

91

87

% Volume Chane:e Swell Shrink Tot.
(%) (%) (%)
40.0 404 4404

Max. Dry P (pel)
101.9

40.5 0.7 41.2

lOLl

38.0 4.3 42.3

10404

34.7 5.5 40.2

lOlA

38.8 3.3 42.1

10404

3604 3.7 40.1

100.6

3004 4.1 34.5

101.3

38.2 . 4.0 42.2

103.8

34.9 404 . 39.3 . 10504

10.1 8.2 18.3

107.0

43.7 4.1 47.8

102.8

40.8 3.9 44.7

100.0

#200 37 40 39 36 32 32 35 37 46 23 23 40
Optimum Moisture
(%)
1804 18.6 18.0 19.1 17.0 19.6
-20.3
1804 17.7 17.9 1804 17.1

Total Clay (%)
27 31 29 25 23 22 26 29 31 15 15 35
Soil Supp. pH Value
0.0 5.0 2.8 ' 5.0 1.7 5.2 0.0 5.1 0:0 5.0 0.0 5.3 2.3 5.0 0.0 5.3 1.7 5.1 204 5.1 1.8 5.2 1.9 4.9

4

TABLE 3. Test Section 3 Classification and Laboratory Test Results
III

Old New Station Soil ' Soil
Class. Class.

1.5 in.

Sieve Analysis

Total Percent Passing

#10

#40 .

#60

#200

Total Clay, (%)

489+50 III-B IIIC3

100

84

84

76

33

22

490+50 I1I-B IIIC3

100

88

87

81

35

24

491+50 I1I-B IIIC3

100

86

92

87

35

21

492+50 , III-B I1IC3

100

89

91

84

33

19

II

493+50 I1I-B IIIC3

100

88

84

77

29

16

494+50 I1I-B I1IC3

100

85

88

79

23

15

495+50 I1I-B IIIC3

100

87

91

86

38

20

496+50 III-B I1IC3

100

86

91

87

40

35

497+50 I1I-B I1IC3

100,

93

96

92

52

35

498+50 I1I-B I1IC3

100

90

91

87

36

26

499+50 III-B I1IC3

100

89

90

84

38

20

500+50 I1I-B I1IC3

100

87

89

86

44

29

,I
I

Old Station Soil
Class.

New Soil Class.

Liq. Plast. Limit Limit

% Volume Chanee

Max. Optimum Soil

Swell Shrink Tot. Dryp , Moisture Supp. pH

(%)

(%) , (%) (pcf)

(%)

Value

I

489+50 I1I-B IIIC3 SIC* NP** 40.0

0.9

40.3 101.2

20.4

I.7 5,0

490+50 I1I-B IIIC3 SIC NP

34.8

1.1

101.9

19.9

1.0 4.9

491+50 I1I-B I1IC3 SIC NP

41.1

0.7 41.8 100.6 21.5

492+50 I1I-B IIIC3 SIC NP

38.5

0.1 39.6 98.6

20.5

493+50 III-B I1IC3 SIC NP

35.5

0.1 35.4 96.3

22.7

494+50 I1I-B IIIC3 SIC NP

36.7

0.7 37.4 100.0

19.0

495+50 I1I-B IIIC3 SIC NP

39.4

0.7 39.8 97.0

23.6

496+50 I1I-B IIIC3 SIC NP

41.7

0.4 42.4 98.5

21.8

497+50 I1I-B I1IC3 SIC NP

36.0

,

498+50 I1I-B I1IC3 SIC NP

40.0

0.7

36.9 100.0

21.1

0.9 40.1 99.0

21.5

499+50 I1I-B IIIC3 SIC NP

42.2

0.1

42.3 100.5

20.5

500+50 I1I-B I1IC3 SIC NP

40.8 \ 0.1

41.7 103.0

20.3

*SIC: slid in cup (non-plastic) **NP: non-plastic

1.0 4.8 I.7 4.8 0.0 4.7 0.0 4.5 0.0 4.7 1.8 4.9 1.8 5.0
I.7 --
0.0 -1.7 --

The subgrade stabilization began in September 1993 and was performed in accordance with . GDOT Standard Specifications' Section 300, General Specification for Base and Subbase Courses and Section 301, Soil Cement Construction (see Appendix C). The in-place mixin'g process was used for all three test sections. In the test section layouts, the percentage of cement used changes every 100 feet, and deviation from the specifications was required. .The specifications state that the moisture content of soil is to be adjusted to within 100-120% of

Ii
I

5

Ilit

optimum moisture before the required amount of cement is placed and mixed into the soil. This . method of construction, however, could not be utilized in the test sections, since by the time the cement spreader was adjusted to apply the correct cement percentage for each ~OO-foot section, the hydration process would begin before the compaction and finishing steps could be completed. Therefore, the process was changed so that the proper amount of cement was uniformly spread over the test sections and mixed into the soil first, and water was then added to adjust the moisture content to within 100-120% of optimum moisture.
5.0 MIX DESIGN RESULTS Laboratory tests were performed on the soil cement designs for the test sections, excluding the
control sections. The results of the tests performed on these designs are shown in Tables 4-6 on - pp. 7-9. Per the data in Tables 4-6, the addition of cement to the soil did not improve the
strength of the material enough to meet the GDOT minimum strength reql(irement of 300 psi for the unconfined compressive strength test for soil cement. The strength of the material did, however, proportionally improve with an increase in the cement percentage used.
Construction of the test sectiOIis was completed without any major problems. The addition of cement sufficiently reduced the volume change in the material, and hence the workability of the soil during construction was improved. Due to the reduction of the volume change in the material, the life of the pavement may be increased. If the p~rcentage of cement is increased to at least 12%, the 300-psi strength requirement might generally be met. Further laboratory tests and cost analyses need to be performed on micaceous soils with at least 12% cement stabilization. .)
6.0 INITIAL AND ANNUAL PAVEMENT EVALUATIONS After the stabilized subgrade was in place for seven days, an attempt was made -to cut cores
from the test sections, for additional laboratory testing. The material, however, was too weak for coring, and fell apart while being removed from the roadway. After each pavement layer was in place, trial drops with the falling weight deflectometer (FWD) on each pavement layer.. The FWD readings indibated'that the control sections with no stabilized subgrade were much weaker than the sections with. cement stabilization. Pavement evaluations consisting of visual inspection, FWD testing, and rqt depth measurement were performed on the test sections after six months (June 1994) and annually for three years thereafter.
6.1 Visual Inspection and Rut Measurements Visual inspections conducted annually in both the control and test sections over the next 3-1/2
years showed almost no detectable surface distress, including -load and block cracking. In conjunction with the visual inspections, hand rut measurements were performed in each annual pavement evaluation~ using a string-line and handheld rut gauge.. Although FWD measurements were taken in June, 1994, it was felt that rut measurements should be postponed until the next evaluation, which was conducted in August 1995, to allow more time for any permanent deformation to develop. Results of the rut measurements are shown in Table 7.
6

I
II
I
II
II
I
I
I
II
I
~
II

Station 427+50 428+50 429+50 430+50 431+50 432+50 433+50
, :
434+50 ,
435+50 Station 427+50 428+50 429+50 430+50 431+50 432+50 433+50
434+50
435+50

TABLE 4 TestSection 1 Soil Cement Design Results

Cement Amount
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
Cement Amount
WITHOUT 8%
WITHOUT 6%
WITHOUT ,
4% WITHOUT
8% WITHOUT
6% WITHOUT
4% WITHOUT
8% WITHOUT
6% WITHOUT
4%

Swell 23.6 0.9 23.9 0.1 23.4 0.1 24.1 6.1 21.7 6.3 22.5 7.2 20.7 1.5

27.1

3.1 25.8

0.6

Maximum Dry p (pet)
-104.8

105.4

106

106.3

105.8

105.6

105.3

,

106.2

104.5

105.9

105.3

105.9

106.8

106.0

105.9

106.0 105.7 105.7

Percent Volume Change Shrink 1.7 1.1 1 0.9 1.3 0.9 1 0.9 0.9 0.3 0.7 0.1 1.6 0.6

.Total 25.3 2 24.9 1 24.7 I 25.1 7 22.6 6.6 23.2 7.3 22.3 2.1

1.2

28.2

1.3

4.4

1.8

27.6

0.6

1.2

. Optimum Moisture
%)
17.2

19

17.2

18.2

,

17.4

19

_ 16.6

17.7 17.7 18.7 16.7 17.5 18.7 16.9

17.9

Compressive Strength (psi)
--
271
--
219
--
197
--
225
--
193
--
140
--
288
--

17.0

204

16.8

--

17.9

145

7

Station 445+50 446+50 447+50 .448+50 449+50 450+50 451+50 452+50 453+50 Station 445+50 446+50 447+50 448+50 449+50 450+50 451+50 452+50 453+50

TABLE 5 Test Section 2 Soil Cement Design Results

Cement Amount
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
Cement Amount
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%
WITHOUT 8%
WITHOUT 6%
WITHOUT 4%

Swell 40 :5.7 40.5 21.1 38 9.7 34.7 11.4 38.8 11.8 36.4 I \.8 30.4 14.7 38.2 20 34.9 18.2
Maximum Dry p (pet) 10\.9 102.2 101.1 101.5 104.4 108.5 101.4
, 103.7 104.4 103.6 100.6. 103.6 101.3 103.9 103.8 103.3 105.4 105.1

Percent Volume Change

Shrink 4.4

Total 44.4

0.9

6.6

0.7

4\.2

0.3

2 \.4

4.3

42.3

1.6

10.3

5.5

40.2

1.1

12.5

3.3

42.1

0.9

12.7

3.7

40.1

0.9

12.7

4.1

34.5

0.6

15.3

4

42.2

0.7

20.7

4.4

39.3

0.9

19.1

Optimum Moisture (%) 18.4 19.9 18.6 19.8 18 18.3 19.1 18.9 17 19.8 19.6 19.8 20.3 18.9 18.4 20 17.7 18.1

Compressive Strength (psi)
--
206
--
143
--
122
--
172
--
154
--
154
--
179
--
154
--
121

8

1

II
I

Ii

TABLE 6 Test Section 3 Soil Cement Design Results

I

-
Percent Volume Change

Ii

Station

Cement Amount

Swell

~rink

Total

. WITHOUT

38.5

0.1

38.6

492+50

8%

6.4

0.9

7.3

WITHOUT

35.3

0.1

35.4

493+50

6%

13.0

0.6

13.6

WITHOUT

36.7

494+50

4%

14.9

WITHOUT

39.4

495+50

8%

8.9

WITHOUT

41.7

496+50

6%

12.1

0.7 0.9 . 0.4 0.9 0.7 0.6

37.4

15.8

39.8

-

9.8

42.4

12.7

WITHOUT

36.0

0.9

36.9

497+50

4%

12.7

1.2

13.9

WITHOUT

40.0

0.1

40.1

498+50

8%

8.9

0.6

9.5

WITHOUT

42.2

0.1

42.3

499+50

6%

8.9

1.2

10.1

WITHOUT

40.8

0.9

41.7

500+50

4%

13.5

0.1

13.6

Station

Cement Amount

Maximum Dry p (pet)

Optimum Moisture (%)

Compressive Strength (psi)

WITHOUT

98.6

20.5

--

492+50

8%

100.3

19.6

159

WITHOUT

96.3

22.7

--

493+50

6%

97.6

207

125

WITHOUT

10.0

19.0 .

--

494+50

4%

99.2

20.8

99

WITHOUT

, 97.0

23.6

--

495+50

8%

97.6

20.8

177

WITHOUT

98.5

21.8

--

496+50

6%

98:1

20.6

125

WITHOUT

100.0

21.1

--

497+50

4%

100.6

20.2

103

WITHOUT

99.0

21.5

-.-

498+50

8%

99.8

20.4

140

II

WITHOUT

100.5

20.5

--

499+50

6%

98.8

20.7

125

WITHOUT

" 103;0

20.3

--

500+50

4%

99.7

20.6

79

9
Ilf

TABLE 7 Rut Measurements from Annual Pavement Evaluations

Date of Measurement

8/28/95

Section No.

1

2

3

Wheelpath LIR LIR LIR

Control Section Avg. (x 1/16 in.) .

1

1

2

1

2

1

Test Section Avg. (x 1/16 in.)

2 11111

2/20/97
(Re-run of 8/26/96)

1

2

3

LIR LIR LIR

322211

2 22 111

7/22/97

1

2

3

LIR LIR LIR

2 11111

2 1 1 110

The rut measurements indicate that the section performed well, considering the 'southbound ADT of 7700 with 9.8% trucks (100,000 ESALs). Human error likely affected the results, since some of the rut measurements decreased slightly. The highest average rut depths appear to be 2/16" in the left wheelpath and 1/16" in the right wheelpath. Complete rut measurements for the annual evaluations are shown in Appendix Dr

6.2 Falling Weight Deflectometer Testing Deflections
The deflections obtained in each test section from the FWD runs generally decreased linearly as depth of cement modification increased, per Table 8 and Appendix E, Figure E-l. The deflections shown in Table 8 begin with the 1995 evaluation, rather than the 1994 evaluation, for consistency, since no rut measurements were taken in the 1994 evaluation per Section 6.1. Complete deflections in each section from 1994-97 are shown in Figures E-2 to E-12.

TABLE 8 Average Deflections (mils) for CMMSS Test Sections: 1995-97 Evaluations

Year 1995 1996 1997

Test Section #
1 2 3 1 2 3 1 2 3

Control 6" CMMSS

32.73*

14.70

20.57

12.97

32.67

15.53

23.89
,
15.95

11.46 10:90

25.82

12.73

31.79 19.20 , .

14.63 13.12

31'.<i9

14.04

9" CMMSS 12" CMMSS

13.59

11.27

13.21

11.01

12.98

11.10

10.39

8.44

10.83

9.81

10.87

9.42

13.34

11.49

13.19

9.51

11.14

10.46

For each of the three annual evaluations, average deflections in the test subsections were at least 47% lower than the deflections in the control subsections. This average was computed by first comparing the control section to a 6 in. CMMSS layer, and the average increased as layer thickness increased to 9 in. and 12 in., as shown in Table 9.

10
11:;

TABLE 9 Comparison of Average Deflections in Control and Test Sections

Year Test Sect. #

1

1995

2

3

1

1996

2

3

1

1997

2

3

AVG.%

6" CMMSS
55.1% 37.0% 52.5% 52.0% 31.7% 50.7% .
54.0% 31.7% 54.8% 46.6%

9" CMMSS 12" CMMSS

58.5%

65.6%

35.8% '60.3%

46.5% 66.0%

56.5%

64.7%

32.1%

38.5%

57.9%

63.5%

58.0% 31.3%

63.9% 50.5%

64.2%

66.4%

50.5%

58.4%

After the initial test in 1995, FWD data indicated that deflections in the test sections decreased by an average of 20% in 1995-:-96 but then increased 15% in 1996-97, as shown in Tables 10 and 11. This increase is expected, due to general wear of the pavement stru~ture, but the increase is relatively low, proving that the roadway was withstanding load and weather stresses well. Per. Figures E-1 to E-12, the FWD data collected over the three years shows that deflections are primarily based on the thickness of the CMMSS layer and rely little upon cement percentages.

TABLE 10 Decrease in Deflections from 1995-96

Test Section # 1 2 3

Control 27.0% 22.5% 21.0%

6" CMMSS 22.0% 16.0% 18.0%

9" CMMSS 12" CMMSS

23.6%

25.1%

18.0%

10.9%

16.3%

15.1%

AVERAGE -19.6%

TABLE'l1 Increase in Deflections from 1996-97

Test Section # 1 2 3

Control 6'! CMMSS

24.9%

21.7%

16.9%

16.9%

17.0% .. 9.3%
.-

9" CMMSS 12" CMMSS

22.1%

26.5%

17.9%

-3.2%

2.4%

9.9%

AVERAGE +15.2%

I
Elastic Moduli/Average Service Lives Table 12 illustrates the relationship between depth of CMMSS, cement percentage, elastic
modulus (Me), and average service life in the test sections. The average Me over 3-1/2 years and .average service lives after 3-1/2 years for each depth of CMMSS and % cement (aggregate of three test sections) is shown. The trend observed is that as CMMSS depth increases, Me and

11

service life increase, and for each CMMSS thickness, higher cement percentages yield higher Me. and service lives.
TABLE 12 Relationship between CMMSS Thickness/Cement Percentage and Elastic Modulus/Service Life

CMMSS (in.) 12
9
6

Cement
(%)
8 6 4
8 6 4 8 6 4

Average Me Over 3.5 Years
36.64 38.38 35.86
27.01 25.04 24.46 22.92 20.58 19.69

Avg. Service Life After 3.5 Years
20 19 19
16 13 11 10 9 9

Complete elastic modulus and average service life data are shown in Appendix F. As shown . in Tables F-2 to F-10, the overall disparity between the moduli for the asphalt layers (E 1) and the underlying layers (E2/E3/E4) increased from 1994 to 1996, and then decreased in 1997. This lower disparity is more desirable, as higher disparity, especially between El and E4 (subgrade), indicates a weak subgrade. This lower disparity seems to indicate a gradual strengthening of the cement-modified subgrade over time.
Per Table F-2, the average service lives of nearly all test subsections stayed over 20 years for the first three years of the pavement life. Beginning in July, 1997, however, the service lives began to fall under 20 years. The largest drops were noticed in the subsections with lower CMMSS thickness, and some service lives in these sections dropped to as low as 5 years, which may indicate the rapid approach of deterioration. Some service lives in the control sections were already at 0, which would indicate that deterioration could occur at any time.

7.0 OPTIMAL LEVELS OF tMMSS THICKNESS AND CEMENT PERCENTAGE

As stated in the Introduction, the final objective of this study was to determine optimal levels

of CMMSS thickness and cement percentage to be used in construction, based on the effect of

these two variables on the elastic modulus (Me) of the cement-modified subgrade and on

construction costs. Graphs relating to optimal CMMSS thickness and cement percentage are

found in Appendix G.

. ...

\

Per Figure G-l, an increase in total CMMSS thickness from 6 in~ to 12 in. corresponds to an

exponential increase in Me. It is projected from Figure G-l that-once a thickness of 14 in. is

reached, further increases in CMMSS would result in only marginal increases in Me. Per Figure

G-2, Me increases linearly with increasing cement percentage. Cost per mile for cement

modification is shown in Table 13 and graphically in Figure G-3. Cost increases associated with

increasing CMMSS thickness and cement percentages are shown in Table 14 and graphically in

Figures G-4 (CMMSS thickness) and G-5 (cement percentage).

12

TABLE 13 Cost per Mile for Cement Modification

"CMMSS Thickness

,

.,~

12"

.~\

;

""
9"

6"

Cement %
4 6 8 4 6 8 4 6 8

1
$23,273.00 $34,909.50 $46,537.50 $17,450.50 $26,180.00 $34,909.50 $11,636.50 $17,450.50 $23,273.00

Test Section
2
$22,593.00 $33,898.00 $45,194.50 $16,949.00 $25,423.50 $33,898.00 $11,293.50 $16,949.00 $22,593.00

3
$21,921.50 "$32,886.50 $43,851.50 $16,447.50 $24,667.00 $32,886.50 $10,965.00 $16,439.00 $21,921.50

TABLE 14 Cost Increases Associated with Increasing Cement Percentage & CMMSS Thickness

Increase in CMMSS Thickness
6 in.fto 9 in 9 in. to 12 in.

Avg. Cost Increase (%)
50 33

Increase in Cement Percenta!!:e
4% to 6% 6%to 8%

Avg. Cost Increase (%)
50 33-

Per Tables 13-14 and Figures G-3 to G-5, the costs of CMMSS and cement percentage increased linearly with increasing CMMSS thickness and cement percentage. Per Table 14, the average cost increase is 50% for the first increase in CMMSS thickness and cement percentage, but only 33% for the second increase. Thus it is less and less expensive for subsequent increases in CMMSS thickness and cement percentage. Hence it would be more cost effective to use higher CMMSS thicknesses and cement percentages, at least to the point where Me increases due to higher leyels of these variables level off. .-
As" above, however, it is projected that once a CMMSS thickness of 14 in. is reached, further increases in thickness would produce only marginal increases in Me. If the CMMSS thickness is increased to 14 in., the corresponding cement percentage should be increased to at least 9-10%, possibly 12%, as discussed in Section 5.0. These figures are felt to be the most cost effective fo~ these two variables.

8.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of the visual inspection, FWD tests, and rut measurements, the cement
stabilization appears to have g~nerally strengthened the micaceous subgrades to which it was added. Very low levels of rutting were observed, and other visual distresses were minimal. The results of FWD tests indicate the following trends:
1. Pavement deflections The deflections obtained in each test section from the FWD runs generally decreased linearly
as depth of cement modification increased. After the initial test in 1995, FWD data indicated that

13

deflections in the test sections decreased by an average of 20% in 1995-96 but then increased 15% in 1996-97. This increase is expected, due to general wear of the pavement structure, but the increase is relatively low, proving that the roadway was withstanding load and weather stresses well. FWD data collected from 1995-1997 indicates that deflections are primarily based on the thickness of the CMMSS layer and rely little upon cement percentages.
2. Elastic Moduli/Average Service Lives As CMMSS depth increases, Me and service life generally increase, and for each CMMSS
thickness, higher cement percentages generally yield higher Me. and service lives. The overall disparity between the moduli for the asphalt layers and the underlying layers increased from 1994 to 1996, and then decreased in 1997. This lower disparity is more desirable, as higher disparity, especially between the asphalt layers and the subgrade, indicates a weak subgrade. This lower disparity seems to indicate a gradual strengthening ofthe cement-modified subgrade over time.
The average service lives of nearly all test subsections stayed over 20 years for the first three years of the pavement life. Beginning in July, 1997, however, the service lives began to fall under 20 years. The largest drops were noticed in the subsections with lower CMMSS thickness, and some service lives' in these sections dropped to as low as 5 years, which may indicate the rapid approach of deterioration. Some service lives in the control sections were already at 0, which would indicate that deterioration could occur at any time.
3. Optimal Levels ofCMMSS Thickness and Cement Percentage The costs of CMMSS and cement percentage increased linearly with increasing cement
percentage and CMMSS thickness. Average cost increases associated with incremental increases in CMMSS thickness and cement percentage, however, were observed to decrease. Hence it would be more cost effective to use higher cement percentages and CMMSS thicknesses, at least to the point where Me increases due to higher levels of these variables level off. It is projected that once a CMMSS thickness of 14 in. is reached, further increases in thickness would produce only marginal increases in Me. IftheCMMSS thickness is increased to 14 in., the corresponding cement percentage should be increased to at least 9-10%, or even 12%, in order to meet the 300psi compressive strength requirement for the soil cement. These figures are felt to be the most cost effective for these two variables.
Further laboratory tests and cost analyses of CMMSS with a cement percentage of 12% and
up should be considered, as well as it. follow up evalution of the control and test sections. If rut
measurements are taken as part of the evaluation, the measurements should be taken with a laser profilometer rather than. by hand, due to the greater propensity for error in the manual measurements. If the service life has decreased quickly since the conclusion of the project in 1997 or decreases quickly in the next 1-2 years, this may indicate that the modification serves more as an extended delay to pavement deterioration rather than a preventive measure.
14

/
APPENDIX .A: Test Section Layouts

FIGURE A-I ,TEST SECTION LAYOUTS

MSS = MICACEOUS SOIL SUBGRADE

,

CMMSS = CEMENT MODIFIED MICACEOUS-SOIL SUBGRADE

NOTE: PERCENTAGES SHOWN UNDER THE 100' SECTIONS ARE CEMENT CONTENTS.

1200'

300'

300'

I

300'

I

300'

UNTREATED MSS

III IIIII

I I 1001 10011001100' 1001100' 1001100' 1100'

::

::

-: :

6"1 CMMS~

I

I

9"1 CMMS$

I

I

I 12 "I CMMSS

I

'I

4%

6%

8%

I

I

I

I

I

I

I

I

4% 6% 8%

I

I

I

I

CONTROL

I

TEST

q't)

6%

8%

If-_--S-E-C-T-I-O-N--I-----~-'-------~S-E-C-T-I-O-N-----------

For Test Section 1 (Station 427+00 to 439+00) and Test Section 2 (Station 445+00 to 457+00), the layout is as above, with the control subsection .on the north end of the section.
For Test Section 3 (Station 489+00 to 501 +00), the subsections are the reverse of the above layout, with the 12" CMMSS subsection located on,the north end of the section, followed by the 9" CMMSS subsection, the 6" CMMSS subsection, and the control subsection. For Test Section 3, the cement percentages used in the CMMSS subsections are also the reverse of the above layout, with cement percentages decreasing, instead of increasing, from north to south.

11
APPENDIXB: Special Provision For Test Section Construction

'r:;-.Tj u " ----,-~._, .. _. - -- - ---- -------_._-_.
'DEPARTMENT OF TRANSPORTATION STATE OF GEORGIA

INTER DEPARTMENT CORRESPONDENCE

FILE

ED5-27 (l13) 'Haralson,

OFFICE Materials & Research'

P.I. No. 621180

,Forest Park, Georgia

DATE

August 7. 1989

nee.r~ Peter Ma 1phu rs State Ma ter; a1sand Research Eng ;

Walker Scott, State Road and Aitport Design Engineer

RESEARCH PROJECT - 8906 CEMENT MODIFICATION OF MICACEOUS SOILS

We have recently received approval from the Federal Highway Administration to proceed with the subject ~esearch project. Refer to the attached proposal. In order to accomplish the objectives of the research and keep costs to a minimum, it is desirable to perform ,the work on a single project.

After reviewing a' number of candidate projects, the Buchanan Bypass was
detennined to be the only project in the irrrnediatefuture to meet all of the research criteria. In light of this we are requesting that the Plans and Specifications be modified to incorporate the construction of three 1200' test sections of cement modified subgrade. A detail of the test section(s} and pertinent Specifications for construction are attached.

It will also be necessary to set up the following Pay Items and quantities:

Item 301

Soil Cement Base Mixed In Place

2500 yd 2/6 11

Item 301

Soil Cement Base Mixed In Place

2500 yd 2/9 11

Item 301

Soil Cement Base Mixed In Place

2500 yd 2/12 11

Item 301

Portland Cement

180 Tons

The number of square yards for each depth of stabilization was based on a 25 1 wide subgrade. If the subgrade width is different than 25 feet, please adjust the square yardage proportionally;

If additional information is needed, please advise.

PM :DAM: WMW : j 1h .

Attachment Copy: Bob Humphrey
Felton Rutledge

DEPARTMENT OF TRANSPORTATION STATE OF flEORr,IA SPECIAL PROVISION
EOS 27 (113) HARALSON P.I. HO. 621180
SECTION 209 SUBGRADE CONSTRUCTION

Augus t 7, 1989

Subgrade construction for ~~is project shall be in accordance with the current Specifications except for the three areas as noted below. These areas shall be constructed as follows:

Station 427-00 - 439+00 - The top twelve inches of roadbed shall consist of a class IlIA soil having volume change properties in the range of 18 to 25 percent.

Station 445+00 to 457+00 - The top twelve inches of roadbed shall consist of a

class 1118 soil having volume change properties" in the range of 28 to 35

percent. .

.

Station 491+00 to 503+00 - The top 12 inches of roadbed shall consist of a class 1118 soil'having volum~ ch~nge properties in the range of 37 to 50 percent.

Materials meeting the volume change requirements for the areas noted above"are
available on the project. The Contractor's attention is directed to the soil survey profiles for locations. It shall be the Contractor's responsibility to mine, and stockpile if a nec~ssary, sufficient quantity of material required for each of the three areas noted above. No additional payment will be made for stockpiling and rehandling any of these materials.

The subgrade in each of the three areas noted above shall be stabilized with cement for the full width of the subgrade and to the lengths, depths, and rates of cement appl.ication as shown in the Plan"s. Construction o.f the cement stabilized subgrade' areas shall be in accordance with Sections 300.and 301 of the current Specifications for mixed-in-place construction except that the 300 PSI strength requirement will not apply. The Contractor's mixing equipment shall be capable of mixing each area to the full depth specified.

- Each of the three areas noted above will be subjected to extensive sampling and testing prior to and after stabilization. The Contractor shall cooperate and coordinate his activities in these areas with the Engineer such that sufficient notification can be given to the Office of Materials and Research for sampling and testing. The .following table lists the stages of work at which sampling and testing will be done and the estimated time required to perform the work:

CONSTRUCTION STAGE

MINIMUM TIME FOR
SAMPLING AND TESTING

1. C~~pacted Subgrade (prior to stabilization)

One day for each area

2. Compacted Subgrade (after cement stabilizati~n)

Same as above

-I
1

II, .

CONSTRUCTION STATE

3. Compacted First L3yer of Graded Aggregate Base -

4. Compacted Second Layer of Graded Aggregate Base

5. Top of Asphaltic Concrete Base

Ii

6. Top of Asphaltic Concrete aB"

7. Top of Asphaltic Concrete ME"

I
MINIMUM TIME FOR SAMPLING AND TESTING

Same as above

_..

~

Same as above

Same as above Same as above Same as above

Material~ and Research

II
j
APPENDIX C: GDOT Standard Specifications
Sections 300 and 301

of
,233.05

233.05 PAYMENT: All materials, measured as provided above, will be paid for at the Contract Price for the Items shown on ,the Plan~ and listed in the Proposal.
When materials other than those listed above are ordered by the Engineer, they will be paid for on a force account basis under Sub-Section 109.05.
Separate p'ayment will not be made for blading and shaping costs necessary for maintenance and restoratio,n of Haul Roads.
Stabilizer Aggregate shall be plac,ed, mixed, and paid for under requirements of Section 209 insofar as it applies.

SECTION 30o-GENERAL SPECIFICATIONS FOR BASE AND SUBBASE COURSES

300.01 EXTENT OF APPLICATION: This Specification shall apply to all
base and subbase courses, except asphaltic concrete. Additional requirements for each type of base and subbase are covered in the appropriate sections for specific base and subbase-type cons~ruction.

300.02 l\IATERIALS: The Specifications for materials to be used and

reference for them will be found unqer the appropriate Section for each base

and subbase Type Construction. Each material shall meet the requirements for

the type of material specified, and no material shall be incorporated in the

Work without the Engineer's approval.

.

A. SELECTING LOCAL MATERIALS AT SOURCE: The Engineer has the

authority to classify the materials at the source and to require the

Contractor to excavate them in the proper sequence so that each kind v.-ill

reach its destination at the best location for that material in the finished

Work. The Engineer shall have the authority to reject any materials not

found to- be suitable for use.

'

B. SOURCES OF LOCAL MATERIALS OUTSIDE THE RIGHT OF VlAY: The provisions of Sub-Section 106.1Q cover the means of obtaining materials trom local sources outside the right of way.

300.03 EQUIPl\IENT: All equipment for the proper construction of base and
subbase courses shall be of an approved design and on the Project in . satisfactory condition before construction wilf be permitted to begin. The equipment required for each type of base or subbase will be determined by the method of construction to be used..
0

A CENTRAL MIX PLANTS: Plants shall be designed, coordinated, and 0
operated so that the mixture is produced within the tolerances specified. The requirements for the different types of central mix plants are as outlined below:

1. REQUIREMENTS FOR ALL CENTRAL MIX PLANTS:

a. STORAGE AGGREGATES: The plant site shall have adequate storage facilities. Enough storage space shall be provided for separate stockpiles, bins, or stalls for each size of aggregate, and the different aggregate sizes shall be kept separated until they have been delivered,

300.03

without segregation, by the feeder, or feeders, to the mixer in their
proper proportions. The storage yard shall be kept neat and the stockpiles~bins, and stalls shall be readily .accessible for sampling.

b. SCA1.J~S: The Contractor shall provide accurate scales for weighing

all ingredients of the mixture separately where weight proportioning is

used. The scales shall be accurate to within 0.5 percent of the measured

load. All ~cales -shall be supported rigidly so that vibration from the

plant will not interfere with accurate readings. If volumetric

measurement is used, there shall be adequate provision for checking, by

weight, the accuracy ofthe volumetric measurement.

Scales for weight boxes and hopper shall be of the springless dial

type and shall be ofstandard make and design. Scales shall be inspected

and sealed as often as the Engineer may deem necessary to assure their

continued accuracy. The Contractor shall have on hand not less than ten

50-pound weights for testing the scales.

.

Each plant shall include a motor truck scale certified in accordance

with Section 109 which has a platform large enough to accommodate the

entire length of any vehicle used. The ContractOr shall have scales of .

sufficient capacity to weigh thelargest load and under no circumstances

shall truck scales be used to measure weights greater than the

11

manufacturer's rated capacity. Before any mixture is delivered to the

Project, all scales, including truck scales, shall be checked with standard

weights for accuracy and for agreement with each other. The weights of

the batches in the truck shall agree with the sum of the weights of the

batch ingredients within 2 percent. Forms OMR-TM-141 (Daily Truck

Weights) and DOT 474 (Tally Sheet) shall also be completed by the

Contractor for each day's production and submitted to the Engineer.

c. MIXER: All central' mix piants shall be equipped 'with an approved mixer. lhen Portland Cement is required, mixing shall begin immediately after the cement is added to the coarse aggregate and soil mortar and shall continue until a homogeneous and uniform mixture is produced. If the equipment does not produce. a homogeneous and uniform 'mixture meeting these Specifications, the Engineer will require the Contractor to make whatever. changes are necessary to accomplish
this result. The charge in a batch mixer or the rate of feed to a continuous mixer
shall not exceed that which will permit complete mixing of all of the material. Dead areas in the mixer, in which the material does not move or is not sufficiently agitated, shall be corrected either by a reduction in the volume of material or by other.adjustments.

d. PROPORTIONING: In all plants, Portland Cement, bituminous materials, aggregates, or other ingredients shall be added in. such a manner that they are uniformly distributed throughout the .mixture during the mixing operation.

I
)

300.03

opening at the bottom, and over the feeder, of not less than five (5)
square feet. The silo or hopper 'shall be so constructed as to provide
dry additi~le material in an unrestricted manner without the introduction of air to the cone area and ~all be equipped with a low level alarm. A feed rate monitor shall be provided to detect any deviation of "actual" from "desired" feed rate and shall be
interlocked with a control system to provide plant shutdown capability in event of excessive deviations. The feeder shall have a linear relationship between thefeed rate and driven speed.

b. CONTROL SYSTEM: The control package for all plants must produce an alarm signal and have plant interlock shutdown capability in event of excessive deviations of "actual" from ,"desired" flow rates of anyone of the aggregate, dry additive or liquid additive metering devices. A monitoring station shall be provided for the purpose of controlling the entire operation. The monitoring station shall be equipped to give continuous quantitative data on the production and proportioning of the mix ingredients.

c. PORTABLE POWER UNITS: Plants utilizing portable electric power

I;
, , "

generators shall be equipped with the following instruments. A

frequency meter graduated and accurate to one hertz and a voltmeter

gr,aduated and accurate to two bolt increments, shall be installed in the

power circuit. Electric current for the operation of the feeder drives and

controls shall not vary in frequency more'than three hertz nor in voltage

more than 10 percent.

\

'

d. MIXER: The mixer shall be equipped 'with enough paddles or blades

. to produce a uniform and homogeneous mb..'ture. Paddle blades reduced

by wear in excess of 25 percent in face c.:-;:;;: :rom their new condition

shall be replaced. The pad,dles shall be adjustable for angular position

I",I:

on the shafts and reversible to retard the flow of the mix. The mixer shall be kept level.

e. SlJRGE HOPPER: The mixer shall be equipped with a surge hopper.

The surge hopper shall be equipped to automatically discharge the

rnb.:ture when it reaches a predetermined level. '

.

3. ADDITIONAL REQUIRE1\ffiNTS FOR BATCH :MIXING PLAr\"TS:

a. 'VEIGH BOX OR HOPPE,R: The ,equipment shall include a means for

accurately weighing each size of aggregate". shall be suspended on

scales, and shall be large enough to hold a full batch without hand

raking or running over. Convenient and accurate means shall be

provided for obtaining samples of aggregates from each bin before the

material enters the mixing chamber. Each bin compartment shall be

equipped with a bin level indicator installed in such a way that when

any bin becomes empty the weighing procedure will be automatically

stopped.

"

.
300.03

-

r

_ _ -_--~~

b. MIXER: The plant shall include an approved bat.ch mixcr. Thc mixer

shall be so constructed to prevent leakage of its contents and shall he

equipped with enough paddles or blades or operated at such speed as to

produce a properly and uniformly mixed batch: ',Paddle blades reduced

by wear in excess of 25 percent in face area from their new condition

Ii

sh~ll be replaced.

c. CONTROL,OF MIXING TIME: The plant shall have a time locking device so that the time of mixing can be automatically controlled. The time of mixing shaJl not be less than 30 seconds.

d. CEMENT PROPORTIONING: Cement shall be weighed on scales separate from the aggregate batching scales meetiJlg the requirements of Section 109. -

e. BITUMINOUS PROPORTIONING: The bituminous material shall he weighed on scales separate from the aggregate batching scales and introduced into the mixer through spray bars. All scales shall meet the requirements of Section 109.

B. IN-PLACE MIXERS: For in-place mixing operations, the mixer shall meet

the requirements of one of the following:

.

1. MULTIPLE PASS MIXERS: Approved multiple pass mixers shall be of

the rotary type with sufficient tines and so construct.ed and operable as to -

obtain a uniform mixture of the cement, soil, or soil-aggregate, and water

for the full depth of the course being constructed, in accordance with the

requirements of the Contract, by multiple passes of the mixer.

.

2. TRAVELING PLANT MIXERS: Approved traveling mixing plants shall
be so designed anq constructed as to pick up the aggrcgate, soil,or ot.her materials to be mixed, from the windrow or roadway, and shall be equipped with a bottom-shell or pan such that during at least fifty percent (50%) of the mixing cycle all of the material is picked up and mixed while
separated from the foundation material. They shall be capable or
thoroughly -and uniformly mixing the material for th~ full depth of thc section and shall move forward with successive increments of such length and 'width that the widt,h of the roadbed being proce::;sed may he
compacted and finished in one operation. Plants shall be of such type that they will not cause loss or segregation of any of the mat.erials to be mixed. The plant shall be mounted on wheels, or on crawler type tJ'acks, of sufficient width that the plant; when loaded to capacity, will not lut or .damage the mixed surface. The machine shall have provisions for introducing water at the time of mixing through a pJ'essl1lized nletel'ing device or other approved methods. The devices for proportioning wate)' .and the materials to be mixed shall be of such type that they will measure accurately the specified amounts while the machine is in motion.
. The plant used for bituminous stabilization shall he equipped \\rjth an accurate metering devic~. The meter shall be designed and constructed to measure the bituminous material into the mixer wit.hin the tole)'ance .specified in Sub-Section 302.04.E. The meter indicator dial shall have a

300.03

scale with divisions indicating gallons. If the equipment used for mixing
does not produce a homogeneous and uniform mixture, the Engineer will s"dqui:te ,he Contractor to make whatever changes are necessary to accomplish this result in all future Work. .. "

C. MECHANICAL CEMENT SPREADER: When the material is mixed in-
place, a mechanical cement spreader of approved design shall be used. The spreader shall be capable of spreading the cement over the surface uniformly and accurately. The use of blow tubes to transfer the cement from the tanker' directly onto the material to be stabilized will not be permitted~

D. MIXTURE SPREADER: The mixture shall be spread uniformly by means of

an approved mechanical spreader. The strike-off platR. shall be adjustable as

to height to obtain the specified thickness of the finished base. The self-

propelled spreader shall be equipped with rollers to eontact the truck tires

and be capable of pushing the truck without causing the spreader or truck to

skew. The hopper shall be large enough to prevent. spilling or wasting the

material.

.

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E. STATIC ROLUERS: Static rollers shall meet the requirements listed below.

In addition, static rollers used on cement stabilized base shall be self-

propelled.

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1. TRENCH ROLLER: When used in this description, the term "roller" is . understood to mean a wheel of flat metal surface and the term "wheel" is t~J mean a rubber tired wheel of the automotive type. When base y.~dening is specified, the Contractor's equipment shall include at least one trench
. roller so constructed that the guiding roll or wheel either operates in
tandem with the compression roll on the area to be compacted, or in
tandem with the auxiliary wheel or roll. There shall be an auxiliary wheel or roll that operates the area to be compacted, mounted upon an axle that is adjustable as to height. The contact surface of the auxiliary wheel or roll shall be adjustable to at least ten inches above and two inches below the rolling plane of the compression roller or the amount necessary to compact the subgrade to the Plan elevation'. If the steering roll or wheel operates in
tandem with the auxiliary wheel or roll it may, or may not, be adjustable as to height. The, auxiliary wheel or roll shall operate upon the surface of the pavement adjacent to the area to be compacted, and at such a distance from the pavement edge as to cause no damage thereto. The auxiliary wheel or roll shall be kept in such adjustment as to height that the compression roll will develop a smooth, compacted surface true to cro~.
Gas propelled trench rollers shall be equipped with smooth operating friction clutches of the reversing type arid shall have a smooth operating brake of ample capacity. Steering devices may be either hand or power operated.
The compression per inch width of compression roll shall not be less . than 300 pounds and not greater than 365 pounds. The compression roll
may be hollow and the minimum weight secured by liquid ballast. The minimum allowable width of compaction shall be 15 inches.
,

Ii

300.04

Adjustable spring scrapers to keep the rolls clean shall be fitted to the

rolls to scraPe in both directions.

.

2. STEEL-WHEEl I ROLLERS: Steel-wheel rollers shall consist of 3-wheel or
.tandem type self'!propelled rollers equippeci' with 'cleaning devices to prevent adhesion of material to the wheels. Three-wheel rollers for use on
base or subbase materials shall have a minimum weight of 10 tons and a
minimum compression of 325 pounds per inch of width for the rear
wheels. Steel wheel tandem rollers shall have a minimum weight of 10
tons and have a minimum compression of 225 pounds per inch of width
for the rear drum.

3. PNEUMATIC-TIRE ROLLERS: Pneumatic-tire rollers shall be so

constructed that a minimum contact pressure of 50 psi per wheel can be

exerted on the base or subbase course during rolling operations. Rollers

shall be equipped with a means of distributing the load uniformly

.between all wheels. Rollers shall be a multiple axle, multiple wheel type

with wheels staggered on the axles and spaces so that the overlap of

wheels will provide for uniform compaction for the full compacting width

of roller. The air pressure in any tire shall not vary more than 5 pounds

from the pressure establishea. The rollers shall be operated at speeds of

not less than 3, nor more than 8,'miles per hour unless otherwise directed

by the Engineer.

.

4. SHEEPSFOOT ROLLERS: Sheepsfoot rollers may be vibratory or static compaction models and shall be of sufficient size and weight to obtain the desired compaction.

F. VIBRATORY ROLLER: The vibratory'roller shall be of an approved.design. The frequency of vibration and the roller movement shall be actuated separately. The weight and the amplitude of vibration shall be such that the required compaction may be achieved'with a minimum of passes.

G. BITUMINOUS SA?\fPLING VALVE: A valve for sampling bituminous materials s~all be installed on all bituminous transfer pumps.

H. FINE GRADER: An approved fine grading machine with automatically

controlled screed, capable of finishing the base or subbase to the prescribed

tolerances, is required for finishing base or, subbase for Portland Cement

concrete pavement or hot mix asphaltic concrete pavement unless the

proposal contains a Special Provision specifically exempting this

requirement.

...

300.04 CONSTRUCTION:
A. METHODS: When alternate methods of construction are provided without restriction, the Contractor may select these alternate methods at will, provided his equipment and organization are suited to the method selected. The Contractor shall discuss the proposed methods with the Engineer before construction is started. In all cases the method selected shall be one that 'will provide for: (1) spreading base or subbase material uniformly w"ithout

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300.04
damaging the subgrade, subbase, or the material being placed, (2) mixing un,til the materials are homogeneous, (3) the specified water and cement or bitumen rontent, (4) compaction throughout the depth of the course to the density specified and (5) completion of the Work. within the specified time limits.
B.. ORG~TION OF WORK: The Contractor will be required to organize the work and provide sufficient equipment such that the spreading, compacting, and finishing of the base or subbase is a continuous operation. Where the detailed Specifications require minimum and maximum time limits, these shall not be exceeded except in unusual cases where exceptions are permitted by the Engineer.
C. MATERIALS PITS:
1. CLEARING PIT SITE: The removal of grass, weeds, roots, and other debris from local materials pits will not be considered to be cle,aring and grubbing but shall nevertheless be done and the cost of this \Vork shall be included in the prices bid for Pay Items to which it pertains. Only clearing and grubbing listed in the Proposal or that required as sho\\rn on the Plans and made a Pay Item by the Engineer will be paid for separately. Stripping excavation will not be paid for separately, except where shown' on the Plans and in the Proposal 'as a Pay Item. The Contractor's attention is directed to Sub-Section 107~23.
2. CONDITION OF MATERIALS PITS: The Contractor shall keep materials pits well drained while r:-:s:2ris1s are being removed from them. After the materials have been removed, pi ts shall be left in the condition required by Section "106 and Section 160.
3. PIT MIXING: All local materials pits shall be mined from within the pit boundaries and the grid depths as established by the Engineer. All materials derived from the pit area shall be mined from top to bottom and mixed in the pit before they are hauled to the roadbed or plant. The materials shall be placed in windrows or stockpiles, either by dragline or backhoe, in such a way that the various gradation and moisture strata in the pit will be blended together and a reasonably uniform mixture of the materials is produced from each pit. When rim ditching is required and the depth of the rim ditch exceeds the specified grid. depth of soil cement material, the material below the grid depth shall not be included in the windrow or stockpile of material to be Used for soil cement base unless it is determined by the Engineer that .the materials below the grid depths are satisfactory for use as base material. Stockpiling or windrowing with ladder pans or scrapers will not be permitted except in shallow pits not over 18 inches deep. After the preliminary mixing has been done, the Contractor shall prevent segregation of the coarse from the fine materials by using loading equipment that blends the material further.

300.04'
",
D. PREPARATION OF THE SUBGRADE: If the subgrade does not meet the requirements of Section 209 ~or surface, compaction, and stability, all "defective portions of it shall be repaired until, it meets the requirements of that Section. Unsuitable materials shall be rerri:oved.ifit is necessary and it shall be replaced with acceptable material and the subf,rrade shall be compacted as specified in Section 209. If the Contractor for the subbase or base is responsible for the !ubgrade under another Pay Item, no additional "payment will be made for any repairs made to the subgrade, except as provided in Section 209. If the Contractor is not responsible for the subgrade, the removal of unsuitable materiaJs will be paid for as Roadway Excavation-Unclassified and the replacement with new materials will be paid for as specified in Section 205 or Section 206. The compaction, scarification, and any other necessary preparation ofthe subgrade shall be included in the Unit Price Bid for the base course to which they pertain.

E. PREPARATION OF THE SUBBASE: Where a subbase is required, it shall "meet the necessary requirements for surface and compaction and be stable enough to support equipment placing the base material without (rutting or pumping. All "defective portions shall be repaired and unsuitable material replaced with acceptable material.

F. PLACING MATERIALS:

1. CONTROL OF MIXTURES: The Engineer will determine the propo~tions of the various materials to be used in compounding the base, or subbase, or the basis of analyses of the components. If it becomes necessary to change the mix in order to ensure that the finished base will meet the requirements of these Specifications, the Engineer will require the necessary changes to be made.

2. MOISTURE CONTROL: The Contractor shall control the moisture content in accordance with the specified requirements for each type of base or subbase. He shall add water uniformly, allow it to evaporate or aerate, and roll the. materials as often as necessary to control the moisture content within the limits specified. No separate payment will be made for adding water nor for aerating or rolling for this purpose, and the cost of controlling moisture content shall be included in the prices bid for the Pay Items to which they pertain.

3. NUMBER OF COURSES: Th~ maximum thickness of base or" subbase materials to be mixed or spread"in one course will vary with the capacity
of the equipment used and is subject to the Engineer's approval. In no
case will the thickness exceed the requirements of Sub-Section 300.04.G.

4. WIDENING WORK: Where widening is being done under traffic the

area excavated shall not exceed the area upon which base wiH be

completed the same day. When widening is being done on both sides of a

pavement on which traffic is being maintained, the Contractor shall

stagger'the operations in such a manner that the widening trench will

not be open on both sides of the traffic lanes at the same time. All work

shall conform to Section 150.

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300.04

G. COMPACTION:AlI bases and subbases shall be compacted for the entire
thickness to the specified maximum dry weight per cubic foot as
determined by the method specified in the Section for each base or subbase. It is the Contractor's responsibility'to obtain-this compaction. If any base or subbase is more than 6 inch~s thick, it shall be constructed in accordance with the following table for layer thickness:

.MATERIAL

LAYER THICKNESS

\I

Topsoil. Sand, Clay, or Chert

Two equal layers or one layer

up to a maximum of8 inches

Graded Aggregate

"

Cement Stab. Gr. Aggregate

"

Cement Stab. Soil Aggregate

"

Sand Bituminous

"

Soil-Cement

One layer not to exceed 8 inches

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

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

2. AFTER CONSTRUCTION: If any portions of the completed base or subbase are defective, or become defective, at any time before the Work is accepted, including surface finish, thickness, or compaction, 'the defects shall be promptly corrected as soon as they are discovered. \\'here the .base, subbase, or shoulders are deficient in thickness and it is determined that the subgrade elevation is high, the materials shall be removed, the subgrade lowered, and the.course reconstructed in accordance with these Specifications. If job conditions permit, the Engineer may authorize that areas of the deficient thickness be corrected by raising the elevation of the surface or the course being constructed with additional materials. In other instances, the Engineer may determine that the defective portions shall be entirely removed, and the .new material shall be mixed, spread, and compacted according to the Specifications. Except for stabilized bases or subbases, if any repairs Jess than 3 inches deep are to be made, the area shall be scatified to a depth of at least 3 inches and the new and old materials shall be mixed and compacted. Repairs of stabilized bases or subbas~s shall be made in accordance with Sections 301,302,310, or 316, whichever is applicable.

.300.05

The'cost of repairing such defects shall be borne by the Contractor.

J. BITUMINOUS' PRIME: Bituminous prime will not be measured for separate payment. The cost of furnishing and ~pplyin~ b~tuminous prime

in accordance with the applicable provisions' of Section 412 shall be

included in the Unit Price Bid for each individual Base Item.



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800.05 QUALITY CONTROL: The Contractor will be responsible for the

quality control of the mixture and the materials incorporated therein. Prior to

the start of production of any mixture for the Project, the Contra'ctor shall have

calibrated, by scale weight, the electronic sensors, devices, or settings for'

proportioning all mixture ingredients. Proportioning of every ingredient shall

be calibrated for all rates of production. The Contractor shall maintain a dated,

written record of the most recent calibration which shall be available for the

Engineer's inspection at all times. Such records shall be in the form of graphs,

tables, charts, or mechanically prepared data. If the material changes, or if a

component affecting the ingredient proportions has been repaired,replaced, or

adjusted, the proportions shall be checked and recalibrated.

The quality control process shall include moisture verification of the

.,

mixture being produced; and performing checks on ingredient proportioning

!

and truck weight verification as directed by the Engineer. The frequency .of

moisture tests shall be a minimum of one test per 400 tons of mixture where

applicable.

300.06 FIELD LABORATORY: Approval of central mixing plant for proportioning, batching, or mixing will be contingent upon the availability of a field laboratory meeting the requirements of Section 152 for the exclusive use of the Engineer or Inspector.

SECTION 301-S0IL-CEl\ffiNT CONSTRUCTION

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

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

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

Soil-Cement Material

814.02

Portland Cement

830.01

WcatAer ...................................................................................~80.()l

Fly Ash

831.03

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

'

or MC-30, MC:-70, MC-250

821.01

Blotter Material (Sand)

412.04.F.3

301.04

301.03 EQUIPMENT: All equipment used in constructing this Item shall

meet the requirements of Sub-Section 300.03. All equipment necessary for the

proper mixing and placing of the stabilized base shall be in proper working

condition and shall be approved by the Engineer, 'both as to:type and condition,

prior to the start of construction operations. The Contractor shall at all times

provide sufficient equipment to allow continuous prosecution of the Work and'

to ensure that the mixing, placing, and compaction operations are performed

and completed' within the time limits specified herein. AIl equipment shall be

operated by experienced and capable workmen.

,

All of the applicable equipment as specified in Sub-Section 412.03 for

Bituminous Prime shall be included in this Section.

I,

801.04 CONSTRUCTION:

A. ~THODS: This Specification is based on the mixed-in-place or central plant mix method. Plow, harrow, and blade mixing "vill not be permitted

except insofar as the use of this equipment is needec. t.o supplement the in-

place or central plant mixing.

Where the Plans and Proposals indicate that the material is to be paid

for by the ton, central plant mb:ing wi:} [,2 required. If the Work is to be
paid for by the square yard, the Plans and Proposal will indicate a:

specified thickness .and whether the mixed-in-place or central plant mixing

method is to be used.'

. Where payment is by the square yard and a roadway mixer is used, the

Engineer will determine whether the materials in the roadbed are suitable for use. If materials in the roadbed are sui::::::~:,: ::'.-: :":'::E, they shall be used

without additional payment except the payment per square yard provided

herein.

.

If it is necessary to add other materials to those in the roadbed to meet the desired thickness or to modify the physical properties of the existing

materials, these materials will be measured and paid for by the cubic yard. ,

B. .FLY ASH: Where fly ash is specified as a filler in the soil-cement base, the

fly ash shall meet the physical requirements of Sub-Section 831.03. Unless

otherwise specified in the Contract, fly ash shall be used only in central

mix construction. Application of the fly ash to the mix shall be in

accordance with the procedures established in Sub-Sections 300.03.A. and

301.04.F.2.b. for cement. Fly ash will be measured and paid for in

accordance with Sub-Sections 301.07 and 301.08, respectively.

C. WEATHER LIMITATIONS: .Cement treated base or subbase shall not be

mixed or placed when the weather will not permit the course to be finished

I~

without interruption in the time specified, or when the moisture content of

~

the soil to be used in the mixture exceeds the limits specified herein. Mixing shall not begin unless the air temperature is above 40 degrees F. in the shade, and rising. The temperature of the soil to be used in the mixture

~

and the subbase 'or subgrade shall be above 50 degrees F.

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. 301.04

,D. lNTERRUPrION OF WORK: IT the work is interrupted for more than two
hours after the cement has been added or if rain increases the moisture content 80 that it is outside of the limits given in Sub-Section 301.04.H.2.,
that portion so affected ,shall be removed and replaced without additional cost to the Department.
nm E. PREPARATION OF SUBGRADE OR SUBBASE: If the base, subbase,
or shoulders are to be composed entirely of new materials, whether mixed-inplace or central plant mixed, the subgrade or subbase shall be prepared as specified in Sub-Section 300.04.D. No material shall be placed on a muddy or
frozen subgrade or subbase;

F. PROCESSING:

1. IN PLACE MIXING:

a. SOIL: Any additional soil needed shall be placed on the roadbed and spread uniformly to the proper depth to obtain the specified thickness.

b. PULVERIZATION: The materials in the roadbed shall be loosened and

pulverized for the width and depth to be stabilized. This Work shall be

done without disturbing or darn~gingthe underlying subgrade. Pulverizing

shall continue until 100 percent .passes a 1112 inch sieve and at least 80

percent of the soil, exclusive"of any s~ne or gravel, will pass a No.4 sieve.

During pulverization, water shall be added if it is necessary to a?sist

pulverization. All roots, sod, rocks exceeding 3 inches diameter, and all

other hannful materials shall be removed.

.

c. MOISTURE ADJUSTMENTS: Immediately prior to spreading cement, the moisture content of the in-place material to be stabilized shall be
adjusted to within 100 to 120 percent of optimum moisture.
d. CEMENT: The required amount of Portland Cement shall be uniformly spread with a mechanical spreader of the cyclone type, or equivalent, over the in-place material. The rate of application shall be such that the pounds spr~ad shall be within 10 pe~nt of the amount specified. Cement shall not be applied in pl;lddles of water, or to soils with a moisture content
greater than 120 percent of optimum, or on windy days when loss of
cement due to wind is detrimental to the work.
If the cement content is above the ~O percent limit in the area to be mixed, the excess quantity will be deducted from the Contractor's pay for cement. If the cement content is below the 10 percent limit in the area to be mixed, the Contractor shall add additional cement to bring the affected area within the tolerance specified and recalibrate the spread rate of the
mechanical spreader. The Contractor shall regulate his operations such that the application
of cement will be limited to sections of such size that all the compacting
and finishing operations specified in Sub~Section 301.04.H. can be completed within the time limits specified. .

301.04

No equipment, except that used in spreading and mixing, will be

allowed to pass over the spread cement, and this shall be operated in

I

such a manner as to avoid displa~ement of cement.

I,
i

Cement which has been damaged by hydration due torain, prior to,

or during the mixing operations; which has been damaged while spread

Ii

contrary to the above mentioned requirements; or which has been displaced by the Contractor's equipment or other traffic, shall be .

replaced by the Contractor at no adqitional cost to the Department. .

e. MIXING: If the mixing plant to be used requires that the material be

windrowed, this shall be done unifonnly. Otherwise, the material shall

be shaped to the proper line, grade, and cross section before mixing.

Mixing may be done by either of the roadmix methods contained in

Sub-Section 301.04.F.l.f. Mixing shall begin as soon as practical ~fter

the. cement is spread and shall continue until a homogeneous and

unifonn mixture is produced. If the equipment used does not produce a

homogeneous and unifonn mixture meeting these Specifications, the

Ii

Engineer Win require the Contractor to make, whatever changes are

necessary to accomplish this result.

'

f. ROAD METHODS:

(1) MULTIPLE PASS MIXING: After the cement has been spread, it

shall be mixed, with the material to be treated which has been

adjusted for moisture as in Sub-Section 301.04.F.1.c. :Mixing shall

continue by suc,cessive passes until a uniform mixture of cement and

soil, or soil-aggregate, is obtained.

.

Immediately after preliminary mixing of cement and soil, or soiJ-

aggregate, additional water shall be uniformly applied as needed to

Iii

maintain or bring the mixture to within the moisture requirements of Sub-Section 301.04.F.l.c. and incorporated uniformly into the

mixture for the' full depth.

.,

After the last increment of water has been applied, mixing shall

I:

continue as necessary until a thorough and uniform mixture of

materials has been obtained for the full depth of the course.

(2) TRAVELING PLANT MIXING: After the cement has been
spread it shall be mixed with an approved traveling plant mixer. Such mixer shall pick up the full depth of material to b~ mixed from the windrow on the roadbed onto the bottom shell, or pan, and mix at such a speed that a unifonn mixture of soil, cement, and water will result. Water shall be applied through a water metering device on the plant such that the proper amount of water is uniformly distributed to the loose material on the shell, or pan, and in such a manner that the formation of cement balls does not occur. The mixer shall continue to mix the cement and water with all the material to be treated in one simultaneous and continuous operation. The mixture shall meet all the requirements of the Contract and shall be of sufficient quantity to produce, after final compaction, a course within
allowable tolerances.

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301.04

g. COMPACTING AND FINISHING: Compacting and finishing shall be

in accordance with Sub-Section 301.04.H.

.

2. CENTRAL PLANT MIXING: .~-.'.~
a. SOIL: All soil shall be pulverized before introducing into the mixer until.IOO percent passes a 11/2 inch sieve,and at least 80 percent of the soil, exclusive of any stone or gravel, will pass a No.4 sieve.

b. CEMENT: Cement shaJI be measured by weight andshall be

uniformly incorporated into the mixture. The points of cement

incorporated per ton of soil shall be within 5 percent of the amount

prescribed by the Engineer.

When the cement content exceeds the specified tolerance, the excess

cement that exceeds the tolerance will be deducted from the

Contractor's pay for cement. When the cement content is less than the

specified tolerance, the Engineer will evaluate the affected area for 7

. days. The Contractor will correct any areas of base with deficient

strength as defined in Sub-Section 301.06 at his expense regardless of

the percent compaction achieved. This also applies to the test section

described in Sub-Section 301.04.H.3.

Quantities of cement used in calibrating the plant will also be

deducted from the Contractor's pay for cement.

.

r

c, MIXING: The soil, cement, and water, if needed, shall be measured

separately and accurately to the proportions in which they are to be

mixed and shall be charged into the mixer together. Mixing shall begin

il

immediately and continue until a homogeneous and uniform mixture is

produced. If the final blend of materials is not homogeneously mixed or

within the moisture range given in Sub-Section 301.04.H.2., plant

operations shall be ceased until adjustments can be made in the plant

andlor materials to correct the problem.

d. HAULING: The maximum haul time for soil-cement material shall be

such that the material can be delivered to the Project and spread so that

compaction can begin within 45 minutes after the soil, cement, and

water have been charg~d into the mixer. Each haul vehicle shall use a

waterproofcover large enough to extend down over the sides and end of

the bed far enough to protect the mixture in transit, and shall be

. fastened securely.

.

e. SPREADING: The soil:'cement mixture shall be spread with an approved mixture spreader as specified in Sub-Section 300.03.D. to
obtain the specified thickness. The mixture shall be so placed that trucks or other construction equipment, i~cluding motor graders, do not travel over the material already placed until the mixture has received the initial passes by compaction equipment~
No more than 30 minutes shall elapse between the placement of cemerit treated material\inadjacent lanes at any location, except where longitudinal joints are specified.

'Ii

._-_ _- ._ _ _-_ _---- .. ... ...

.. ~_.~---_.~

~

..

........ - . .....

301.04

G. THICKNESS OF COURSE: The maximum design thickness of soil-cement

base shall be 8 inches compacted. The full design thickness shall' be placed

in one course-and compacted as specified in Sub-Section 301.04.H. Two

layer construction wiUnot be permitted. - '.

_.

. H...COMPACTING AND FINISHING:

1. TIME LIMITS: The Contractor shall regulate the operations such that

compaction begins within 45 minutes after the time water is added to

the soil-cement mixture and shall be completed within 2 hours. All

operations from the addition of cement to finished surface shall be

completed in.4 hours.

.

2. MOISTURE CONTROL: The moisture content of the mixture during

compaction shall be uniform and betwee~ 100 and 120 percent of the

optimum moisture content. If, at any time, the moisture content exceeds

the tolerance specified, the Contractor shall cease operations

immediately and make whatever adjustments are necessary to bring the

moisture content back into tOlerance.

.

Materials that "pump" under constructioI! traffic, regardless of the

moisture content, will not be allowed.

3..TEST SECTION: The first section of each soil-cement base course

. ~nstructed shall serve as a test section. The length ofL.be test section shall

be not less than 350 linear feet nor more than 500 linear feet for the

designated width. Prior to constructing the test section, the Contractor

shall submit to the Engineer a Construction Work Plan indicating the type

equipment and compacting procedures proposed for use. If the Engineer

concurs, the Work Plan will be evaluated by the Engineer during

construction of the test section with respect to compaction, moisture,

homogeneity of mixture, thickness of course, and laminations or

compaction planes (scabbing). In the event the Engineer detennines that

Ii

the Work Plan is not satisfactory, he shall direct the Contractor to revise the compaction procedure and augment or replace equipment, as ~

necessary, to assure work completed in accordance with the Specifications.

4. ADDITIONAL COMPACTION REQUIREMENTS: .

a.' The compaction requirement for soil-cement base, subbase, or .shoulder course shall be a minimum of 98 percent of the maximum dry density as determined in Sub-Section 801.04.H.6.

b. The Contractor shall regulate the construction procedures such that no vibratory compaction will be performed on materials that are more than 1J/2 hours old from the time the cement was added to the mixture.

c. After the mixture has been uniformly compacted, the surface shall be fin'e graded to line, grade, .and cross section. The loosened material , accumulated during this process shall be wasted and in no case shall thin layers of cement treated materials be used in order to conform to cross sectional or grade requirements. The finished surface shan be

.-

-

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

:.~-:~

.. -;.

'-:'---:'- --:-:-=-:-:: ...:.-=_._~-:-=- .-.:,. -:-----_... -....



301.04
is rolled with a pneumatic-tired roller, until the surface smooth, closely
knit, free from cracks, and conforming to the proper .line, grade, and
cross section. The Engineer may direct that light application of water he added to the finished surfac~, if needed, to aid in.sealing the completed base and preparing the surface for priming.

d. At all places not accessible to the roller" the required compaction shall

be secured by means of mechanical tampers approved by the Engineer.

The same compaction requirements as stated above apply.

'

5. ADDITIONAL FINISHING REQUIREMENTS: The surface of the

cement stabilized subbase for Portland Cement concrete pavement or

the cement stabilized base for asphaltic concrete pavement shall be fine

graded with the automatically controlled screed equipment described in

Sub-Section 300.03.H. This fine grading operation shaH h~, controlled by

sensing wires or a taut stringline. furnished, installed, and maintained

by the Contractor as a part of this Pay Item. The fine grading operation

shall be done immediately after the placing and compacting operations'

and the subbase shall then again be rolled in accord811ce with Suh-

Section 301.04.HA.c.

'.

6. TESTS:

a. C011PACTION: For central plant mix construction, the maximul11

dry density will be determined from representative samples of the

material being compacted by GDT 19 <AASHTO T 134). For mixed-in-

place construction, the maximum dry density will be, det.ermined ill

,accordance ,with ,GDT 19 or GDT 67.

Detennination of the in-place density of the cement stabilized base,

subbase, or shoulders will be made as soon as possihle after compadion,

but at least before the cement has set. In-place density shall he determined

I

in accordance with GDT 20, GTD 21, or GDT' 59, whichever is applical,le.

b. FINISHED SUR~ACE: The finished surface of the cement stabilized base, subbase, or shoulder course shall be checked transversely with a template cut true to the required cross seCtion and set with a spirit level on nonsuperelevated sections, or by a system or ordinates measured from a stringline, or surveyor's level. The surface shall. also be checked with a 15 foot straightedge placed parallel to the centerline. Ordinates measured from the bottom of the template, stringline, straightedge, or rod reading to the surface shall not exceed I/~ inch (0.02 foot) at any point. Any variations found in exce'ss of these requirements shall he immediately corrected as ~pecified in Sub-Section 300.04.H.

, I. CONSTRUCTION JOINTS: At the end of each day's construction, or if the Work is interrupted such that the material cannot be compacted within the time limit specified in Sub-Section 301.04.H.1, a straight transverse joint shall be formed by cutting back into the Completed Wor1i: to ten'm a true vertical face, free of loose or shattered material. The joint shall he formed. at least two feet from where the strike-ofT plate of the spreader comes to rest at the end of the day's work, or the point ofinterruptioll.

. ..
(

301.05

If the soil-cement mixture is being placed over a large area where it is impractical to complete the full width during the course ora day's work, a longitudinal joint shall be fonned as described above. The distance to which the joint is cut back into the Work wi,1l .be such that loose or shattered material is excluded.
Material removed from the compacted base shall be wasted and not reused in the Work.

J. PRIME: Bituminous prime shall be applied to the finished surface of the base course as soon as deemed practical by the Engineer. The entire surface shall be kept continuously moist until the prime is applied. If weather delays application of the prime, it shall be applied as soon as the surface moisture reaches optimum by visual inspection. In no case shall the surface be allowed to become dry prior to priming. Application of the prime shall be in aCcordance with Section 412 ofthe Standard Specifications.

K OPENING TO TRAFFIC: No heavy traffic or equipment shall be permitted to operate on the finished base, subbase, or shoulders, nor, without adequate protection, to cross until at least seven days after it has been primed. Light weight traffi~.sh~ll not be permitted for at least 48 hours nor until the prime has hardened enough so that it does not pick up under
traffic. After seven days, heavy equipment will not be allowed on the
finished base or subba,se if the average axle load of the equipment exceeds 20,000 pounds. Any failures that develop as a result of traffic shall be corrected by the Contractor at no additional cost to the Department.

L. PROTECTION OF COURSE: Base, subbase or shoulder course constructed
under these Specifications shall be covered with the next base or pavement course wi.thin 30 days after the material is compacted and fi~ished.

301.05 THICKNESS TOLERANCES:

A. THICKNESS MEASUREMENTS: The thickness of the base, subbase, or shoulder course shall be determined by making as many checks as necessary to determine the average thickness. Thickness requirements apply to 'shoulder construction where the Plans specify a uni form thickness, or where the shoulders are to be surfaced.

B. DEFICIENT THICKNESS: If any measurement is defiCient in thickness
more than 1/2 inch, additional measurements will be made to determine the . area of deficient thickness. Arty area deficient in thickness by more than I/~ inch, but not more than 1 inch, shall be corrected to the design thickness by applying Asphaltic Concrete ~,F" or shall be removed to the full depth of the course and reconstructed to the required thickness in accordance with these Specifications, or shall remain in place and the quantity of materials, and area (if the course is mixed-in-place)in the deficient area will be measured and paid for at one-halfP/2) the Contract Unit Price.
. Any area deficjent in thickness by more than 1 inch shall be corrected by applying Asphaltic Concrete "F" or shall be removed to the full depth of the course and reconstructed to the required thickness in accordance with

~.

,

r'
I

301.06

these Specifications. Where the unit of payment is tons, payment for

Asphaltic Concrete "F' applied to correct deficiencies will be made at the

Contract Unit Price applicable to the course being corrected and payment

for additional material used in reconstructing- .~n ~rea r~moved shall be

made at the Contract'Unit Price; but the material removed shall be

deducted from payment. Where the unit of payment for the particular

course is square yards with unit of payment for materials in cubic yards,

payment for .either Asphaltic Concrete f'F" or additional soil-cement

material will be made only at the Contract Unit Price per cubic yard for

soil-cement material. Where the unit of payment is square yards no

payment will be made for. additional material required to correct

deficiencies nor will payment be made for removing and reconstructing the

deficient work.

.

C. AVERAGE THICKNESS: The average thickness per linear mile shall be

determined from all measurements within .the mile increments, excepting

the areas deficient by more tHan 1/2 inch and not corrected. The average

thickness shall be not more than 1/2 inch in excess of the specified

thickness.

If the. unit of payment is tons or cubic yards and the average thickness

for any mile increment exceeds th~ allowable 1/2 inch tolerance, deduction

will be made for the Contractor's payments for the excess quantity in that

increment. The excess quantity shall be calculated from the average

thickness exceeding the allowable 1/2 inch tolerance times the surface area

of the base, subbase, or shoulders, as applicable.

If the unit of payment is square yards, no ded'uction will "be made for

excess thickness.

.

.

301.06 STRENGTH AND COMPACTION TOLERANCES:

A. STRENGTH: The strength requirement for soil cement base, subbase or shoulder course shall be a minimum of 300 psi as determined from the unconfined compressive strength test of cores secured from the completed course. If any strength test falls below 300 psi, the affected area will be isolated b)'. securing additional cores. The average of all compressive strengths in the affected area shall be the basis for corrective work which shall be in accordance withTable I or as directed by the Engineer.

B. COMPACTION: The compaction requirement for soil cement base, subbase or shoulder course shall be a minimum of 98 percent of the specified' theoretical density. If any compaction test falls below 98 percent, the area
represented by the test will be cored and tested' after seven days for' compressive strength determination. If the strength is 300 psi or greater, no correction will be required. If the strength is less than 300 psi, the affected area will be isolated by obtaining additional cores. The average of all compressive strengths jn the affected area shall be the basis for corrective work which shall be in accordance with Table I.

.:

301.07

TABLE I STRENGTH CORRECTION CHART

COMPRESSIVE STRENGTH

CORRECTION WORK

300 PSI+

None

250 -299 PSI

6" & 8" Base - Add 55 Lb.lSq. Yd. Asphaltic Concrete

200 - 249 PSI

6" Base - Add 110 Lb.lSq. Yd. Asphaltic Concrete
8" Base - Add 135 LbJSq. Yd. . Asphaltic Concrete

150 - 199 PSI

6" Base- Add 150 LbJSq. Yd. Asphaltic Concrete
8" Base - Add 200 Lb.lSq. Yd. . Asphaltic Concrete

Less than 150 PSI

Reconstruct Affected Area

In no case shall the length of a corrected area requiring asphaltic concrete be less than 150 feet.
All Corrective Work requiring asphaltic concrete shall be done at no additional cost to the Department.

301.07 l\1EA.SUREMENT:

A SOIL-CEMENT MATERIAL: For mixed-in-place construction, if it is necessary to add other materials ~, t!;C'';8 in the rpadbed, or to build up the base, subbase, or shoulders entirely with new material, soil-cement material will be measured by the cubic yard, loose volume, as specified in Section 109.

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

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

Ii

D. FLY ASH: Fly Ash will be measured by the ton.

E. PRIME: Bituminous Prime will not be measured for separate payment. The cost of furnishing and applying Bituminous Prime in accordance with the applicable proVisions of Section 412 shall be included in the Unit Price
Bid for each individual base item.

F. UNSUITABLE MATERIAL: Unsuitable Material removed will be measure~ and paid for as Roadway Excavation-'llnclassified, Section 205.

I

I(
I'

0.. '301.08

301.08 PAYMENT:

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

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

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

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

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

Payment will be made under:

Item No~ 301. Soil-Cement'Material-IncludingMaterial

and Haul ..~.~

:.~'..:..~ .., ~.-:.;~................ _per Cubic Yard

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

Course)

Inch" "

per Square Yard

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

Shoulder) Course - Including Material and

Haul

per Ton or per Square Yard

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

Course - Inc1uidng Material and

,'

Haul ~

~.perTon or per Square Yard

Item No. 301. Portland Cement

~;

per Ton

Item No. 301. Fly Ash

,

per Ton

II

,/ I:11
i

APPENDIXD: RUT MEASUREMENTS

RUT MEASUREMENTS

8/28/95

Sta. No.
50050 49950 49850 49750 49650 49550 49450 49350 49250 49200 49150 49100 49050 49000 48950 48900

LWPRut RWPRut

(x 1/16") (x 1/16")

2

1

2

1

2

2

2

1

3

2

2

1

1

1

2

1

------21------- ------21-------

2

1

2

1

2

1

1

2

0

0

1

1

Sta. No. LWP Rut RWPRut

(x 1/16") (x 1/16")

45700

2

1

45650

2

2

45600

2

1

45550

2

1

45500

1

2

45450 .

1

1

45400 45350

------21------- ------1-1------

45250

1

0

45150

1

1

45050

1

1

44950

1

2

44850

2

2

44750

1

2

44650

2

1

44550

2

1

Sta. No.
43900 43850 43800 43750 43700 43650 43600 43550 43450 43350
43~50
43150 43050 42950 42850 42750

LWPRut RWPRut

(x 1/16") (x 1/16")

2

1

2

1

1

1

1

0

1

1

2

1

._----2------- 2 -------------

2

1

1

1

2

1

2

1

1

1

1(

1

1

1

1

1

1

1

I

2/20/97
Ii

50095

3

1

45695

2

2

43895

2

1

50075

3

2

45675

2

2

43875

2

1

50050

3

2

45650

1

2

43850

2

0

50025

4

2

45625

1

1.

43825

1

0

50005

2

2

45605

1

1

43805

1

0

49975

4

2

45575

2

1

43775

2

0

49950

4

2

45550

2

2

43750

1.

0

49925

3

2

45525

2

1

43725

2

0

49905

2

2

45505

2

2

43705

1

0

49875

3

1

45475

1

1

43675

1

0

49850

2

1

45450

1

2

43650

1

0

49825

3

1

45425

2

1

43625

1

1

49805 49775

------2------3

------22-------

45405 45375

2 2

1

43605

2

1

43575

2

1 1

49750

2

1

45350

2

1

43550

2

1

49725

2

1

45325

1

1

43525

2

1

49705

3

2

45305

2

0

43505

1

0

49675

2

1

45275

2

1

43475

2

1

49650

2

2

45250

2 ~.

1

43450

1

0

49625

2

.2

45225 ".

-2

1

43425

1

1

49605

2

2

45205

2- 1

43405

1

1

49575

2

1

45175

3

1

43375

1

1

49550

2

2

45150

2

1

43350

2

1

49525

2

2

45125

2

1

43325

2

1

49505

2

2

45105

2

1

43305

1

2

49475

1

2

45075

1

1

43275

1

1

49450

2

2

45050

2

2

43250

1

1

49425

2

2

45025

2

2

43225

2

1

49405

2

2

45005

3

1

43205

1

1

49375

1

2

44975

2

1

43175

1

1

49350

2

2

44950

2

1

. 43150

1

1

49325

2

2

44925

2

2

43125

1

1

49305

2

2

44905

2

1

43105

1

0

49275

:2

2

44875

2

1

43075

2

1

49250

1

1

44850

2 ""

2

43050

1

0

49225

2

2

44825

2

1

43025

1

0

49205

2

49175

2

2 2

44805 44775

------2------2

------2-1------

43005 42975

-------11------

-------0-----0

49150

3

2

44750

2

2

42950

1

1

49125

2

3

44725

2

2

42925

1

1

49105

3

2

44705

2

2

42905

2

0

49075

2

1

44675

2

.2

42875

2

1

49050

2

1

44650

2 " "

2

42850

2

1

49025

2

1

44625

2

2

42825

2

1

49005

2

1

44605

2

2

42805

1

1

48975

1

"2

44575

2

2

42775

1

0

48950

1

1

44550

2

2

42750

1

0

48925

1

1

44525

2

2"

42725

2

1

48905

1

1

44505

2

2

42705

1

1

7/22/97

Sta. No. LWPRut RWPRut

(x 1/16") (x 1/16")

50095

2

1

50075

2

1

50050

2

1

50025

2

1

50005

2

1

49975

3

1

49950

3

1

49925

2

1

49905

2

1

49875

2

1

49850

2

1

49825

3

1

49805 49775

------33-------

------1------1

49750

2

1.

49725

3

1,

49705

2

1

49675

2

1

49650

3

2

49625

2

1

49605

1

1

49575

2

1

49550

2

1

49525

2

1

49505

2

1

49475

1

1

49450

1

1

49425

2

1

49405

2

1

49375

2

1

49350

2

1

49325

2

1

49305

1

1

49275 -

2

1'

49250

2

1

49225

2

1

49205

2

1

49175

2

1

49150

3

2

49125

2

1

49105

2

1

49075

1

1

49050 .

1

1

49025

2

1

49005

1

1

48975

2

0

48950

1

1

48925

1

1

48905

1

1

Sta. No.
45695 45675 45650 45625 45605 45575 45550 45525 45505 45475 45450 45425 45405 45375 45350 45325 45305 45275 45250 45225 45205 45175 45150 45125 45105 45075 45050 45025 45005 44975 44950 44925 44905 44875 44850 44825 44895 44775 44750 44725 44705 44675 44650 44625 44605 44575 44550 44525 44505

LWPRut 'RWP'Rut

(x 1/16") (x 1/16")

1

1

1

1.

2

1

1

1

1

1

2

1

1

1

2

1

1

1

1

1

1

1

2

1

2

1

1

0

1

0

)

1

0

1

-0

1

0

1

0

2

0

1

0

2

1

1

1

2

1

1

1

1

0

1

1

3

1

1

1

1

1

1

1

1

1

1 "

1

1

1

2

1

1

1

------2-1------ ------0-1------

2

1

1

1

.. 1

1

1

1

2

1

2

1

1

1

1

1

2

1

2

1

1

1

Sta. No. LWP Rut RWP Rut

(x 1/16") (x 1/16")

43895

2

0

43875

2

0,

43850

2

0

43825

2

0

43805

1

0

43775

1

0

43750

1

0

43725

1

0

43705

1

0

43675

1

0

43650

1

0

43625

1

0

43605

2

1

43575

2

1

43550

2

1

43525

2

0

43505

1

1

43475

1

0

43450

1

1

43425

1

1

43405 . , 1

1

43375

2

0

43350

2

0

43325

1

0

43305

1

1

43275

1

1

43250

1

1

43225

1

0

43205

0

0

43175

1

0

43150

1

0

43125

1

1

43105

1

1

43075

1

1

43050

1

0

43025

1

0

43005 -------1------ 0 -------------

42975

1

0

42950

1

1

42925

i

1

42905

1

0

42875

1

0

42850

1

1

42825

1

1

42805

1

1

42775

1

1

42750

1

0

42725

1

1

42705

1

0

I.

Ii"(.t
i\

RUT MEASUREMENT SUMMARIES

8/28/95
Overall "AV2.
Round Avg. Control AV2. Round Avg. Test Avg. Round Avg.

1.6875 2
1.428571 1
1.888889 2

1.1875 1
1.142857 1
1.222222 1

2/20/97

Overall 2.183673

AV2

Round

2

Avg.

Control 2.923077

AV2.

Round

3

Avg.

Test Avg. 1.916667

Round

2

Avg.

1.693878 2
1.692308 2
1.694444 2

07/22/97

Overall 1.959184

AV2.

Round

2

Avg.

Control 2.307692

AV2.

Round

2

Avg.

Test Avg. 1.833333

Round

2

Avg.

1.020408 1 1 1
1.027778 1

1.5

1.25 -

2

1

1.714286 1.285714

2

1

1.333333 1.222222

1

1

1.897959 1.428571

2

1

2

1.916667

2

2

1.864865 1.27027

2

1

1.346939 0795918

,1

1

1.416667

1

1

1

1.324324 0.72973

1 ""

1

1.4375 1
1.571429 2
1.333333 1

1
1
~
1
1
1 1

1.387755 0.619048

1

1

1.416667 0.666667

1

1

1.378378 0.621622

1

1

1.183673 0.357143

1

0

1

0.583333

1

1

1.243243 0.351351

1

0

APPENDIX E:' FWD Normalized Deflections

,--

35

30

25

-.!!!
"E 20
-ctil

0

~u

-Q)
;;:

15

cQ)

10

5
o

Figure E-1 Average Deflections in Test Sections: 1995-97 Annual Evaluations

1995

1996 Annual Evaluation

1997

-+-Control _6"CMMSS ---Ir- 9" CMMSS
~12"CMMSS

50
40
--.."!eI!
g 30
~
CI)
.;;:
CI)
C
20
10
o

Figure E-2 Normalized Deflections
Section 1 (6-13-94)

"<t

M

N

M

M

M

"<t

"<t

"<t

Station Number

-Deflect. 1 - - Deflect. 7 (x4)

35

30

25

-:i
'E 20
c

;0:

u

II)
;;::

15

cII)

10

5
o

Figure E-3 Normalized Deflections
Section 2 (6-13-94)
Station Number

-Series5 --Series8

70
60
50
-~
. 40
c
;0:
to)
;C:D 30
cCD
20
10
o

Figure E-4 Normalized Deflections
Section 3 (6-13-94)

Station Number

-Deflect. 1 - - Deflect. 7 (x4)
~,
\

Figure E-5 Normalized Deflections
Section 1 (8-28-95)

45

40

35

30

~

. 25

c

0

;;

u ;G;:l

20

cGl

15

10

5

0

m

co

r--

<0

LO

~

(Y)

N

(Y)

(Y)

(Y)

(Y)

(Y)

(Y)

(Y)

(Y)

~

~

~

~

~

~

~

~

Station Number

-Deflect. 1 -e-Deflect. 7 (x4)

(
20
-i"
'E
c
;0 15
CJ
;G;:l
Gl
C 10

Figure E-G . Normalized Deflections
Section 2 (8-28=95)'"

Station Number

-Oeflect.1 --Oeflect. 7 (x4)

1:-:::-
/'

Figure E-7 Normalized Deflections
Section 3 (8-28-95)

50

45

40

35

-..!!! 30
'E

-c
;0;

25 ,

(,)

Q)
;:

Q).
c

20

15

-Deflect. 1 - - . Deflect. 7 (x4)

10

5

0....

0

0

0

mm

mco

ml"-

ImD

mlO

m'<t

C")
m

mN

....
m

m0

mco

lO

lO

'<t

'<t

'<t

'<t

'<t

'<t

'<t

'<t

'<t

'<t

'<t

Station Number

Figure E-8 Normalized Deflections
Section 1 (8-26-96)
35

30

25
-.~
'E 20
c
0
(,)
15 Q)
;0::
cQ)
10

-Deflect: 1 --Deflect. 7 (x4)

5

0

It)

It)

It)

It)

It)

It)

It)

It)

It)

It)

It)

It)

It)

m co

m
I'-

m
CD

m
It)

m
~

m
(")

m
N

m
T'""

m
0

mm

cmo

m
I'-

m
CD

(")

(")

(")

(")

(")

(")

(")

(")

(")

N

N

N

N

~

~

~

~

~

~

~

.~

~

~

~

~

~

Station Number

' .. '

/;.:,,."'11

Deflections (mils)

o

(J'l

-o"

-" (J'l

oN

N
(J'l

45695

45595

45495

45395

45295

--45195
C/)
III
o'
~ 45095
c
3
C" Cll
., 44995

44895 m~~IIY~I:- :

..~---

44795

,.~ t'>"
.'"

. "'''iIUIiI . _.iiii .. ' ..
.. '.~"":" ' i ",I~~,~i~:l,'-r.~"";;:l*-

Z
cnQ 3 (I)
~ D)
cr N=: _.". cg ,::s (I)
NO."",
-c;o0(l)m(I)
ee< NInn:0::_n(_I:).!:l<0
_0
::s en

44695

44595

44495

II
Cl Cl
Cll Cll ::!I ::!I Cll Cll
r0- r0-
~ -"
x
,.~ ....

Figure E-10 Normalized Deflections.
Section 3 (8-26-96)

40

35

30

-~ 25
'E

c
0

20

;l

CJ

;Q;:)

cQ) 15

10

-Deflect. 1 -Deflect. 7 (x4)
"

5

0

In

In

In

In

In

In

In

In

In

In

In

In

In

0>

0>

0

0>

0> <0

0> I"-

0> <0

0> In

0>
~

0>
C')

0> N

.0...>..

0> 0

0> 0>

0> <0

0

0>

0>

0>

0>

0>

0>

0>

0>

0>

0>

<0

<0

In

~

~

~

~

~

~

~

~

~

~

~

~

Station Number

Figure E-11

'.

Normalized Deflections

Section 1 (7-22-97)

.40

35

30

- 25
~
.

c
;0:

20

CJ

CI)
;;:

cCI)
15

-Deflect. 1 --Deflect. 7 (x4)

10

5

0

LO

LO

LO

LO

LO

LO

LO

LO

LO

LO

LO

LO

LO

0> <X>

0 <X>

0 l"-

0
CD.

0 LO

0 '<:t

0
C")

0 N

.0.-

0 0

0

0

0

0>

<X>

l"-

C")

C")

C")

C")

C")

C")

C")

C")

C")

C")

N

N

N

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

'<:t

Station Number

Figure E-12 . Normalized Deflections
Section 2 (7-22-97)" .
25

20
-"e.!!!.15 -co
;
CJ
G)
;;::
cG) 10

-Deflect. 1 --Deflect. 7 (x4)

5 r

0

Il)

Il)

Il)

Il)

Il)

Il)

Il)

. Il)

Il)

Il)

Il)

Il)

. Il)

0>
(0 Il)
-.r

0

0

(0

Il)

Il)
-.r

.-I.lr)

0-.r

.0
('t)

Il)

Il)

-.r

-.r

0 N
Il)
-.r

.0....
Il)
-.r

0 0
Il)
-.r

0
0--..>rr

0
t--..orr

.0--.....rr.

0
(--..0rr

0
Il)
--..rr

Station Number

1 I""'

-
~

.-.-

Figure E-13 Normalized Deflections
Section 3 (7-22-97)

50

40
.~
-"e
;co: 30.
U GI
~
C
20

- - Deflect. 1 --Deflect. 7 (x4)

10

0

mLO
0 0 LO

LO 0 0 0 LO

LO

LO

0mm

-c0o m

"""

"""

LO 0
Im"-
.",,"

LO

LO

LO

0

0

0

<m.0

LmO

"m""

""" Station"""Number"""

LO 0
C"')
m
"""

LO 0
Nm
"""

LO
.0....
m
"""

LO 0
0m
"""

LO
cm0o
"""

APPENDIXF: Elastic Moduli and Other Data from FWD Readings
i.
I:

Ii

Table F-1 Summary ofElastic Moduli and Average Projected Lives obtained from FWD Readings

Station Number 501-500 500-499 499-498 498-497 497-496 496-495 495-494 494-493 493-492

CMMSS (in.) 12
9
6

Cement Content
(%) 8 6 4 8 6 4 8 6. 4

454-453

4

453-452

6

6

452-451

8

451-450

4

450-449

9

6

449-448

8

448-447

4

447-446

12

6

446-445

8

1994

Year

1995

1996 ,

35 38.33 36.25 30.67
24 22.33
25 24.67
22
24.67. 24
. 28
27.67 29.67 27.33
36 37.67
29

40 40 37.33 28.33 26.67 24.67 30.67 23.33 19.33
"
- 25.33
29.33. 29.67 28.33 30.33
29 46 45 39.67

37 40.25 39.5 25.5 22.75 22.75 20.75 19.5 16.7.5
20 23.25
22 26 24.5 26 36.25 38.25 32.5

1997
32.8 35.25 32.75 28.8 21.8
19 21 17.5 16.25
23.5 19.75 17.25 21.8 20.8 23.3 34.75 38.25
33

Average Me
36.20 38.46 36.46 28.33 23.81 22.19 24.36 .21.25 18.58

Projected Life After 4 Years
20 20 20 18 14 8 12 10 9

23.38

12

24.08

10

24.23

9

25.95

13

26.33

9

26.41

. 14

38.25

20

39.79

20

33.54

20

436-435

435-434 '6

434-433

433-432

432-431

9

431-430

. 430-429

429-428

12

428-427

4

18

19.25

16.5

14.75

.17.13

5

6

16.33

18.25

16

15

16.40

6

8

18

26

18.25

18.5

20.19

9

4

20.33

29.33

22

29.3

25.24

12

6,

23

29.67

22.75

24.5

24.98

15

8

28.67

31

22

23.5

26.29

17

4

31.33

38.33

31

30.8

32.87

17

6

'32

48.33

34.25

33

36.90

18

8

40.33

50.33

33.75

36.25

40.17

20

* Bold Signifies a m.in.imum value.

Table F-2

\

Average Projected Service Lives Per Subsection

from Falling Weight Deflectometer Data

(10-Year Life Cycle)

Station Number
501-500 500-499 499-498 498-497 497-496 496-495 495-494 494-493 493-492 492-491 491-490 490-489

CMMSS (in.) 12 12 12 9 9 9 6 6 6
-

Cement Content
(%) 8 6 4 8 6 4 8 6 4
-

Average Projected Service Life

(years)

Jun-94 Aug-95 Sep-96 JUly-97

>20

>20

>20

>20

>20

>20

>20

>20

>20

>20

>20

20

>20

>20

>20

18

>20

\ >20

>20

14

>20

>20

>20

8

>20

>20

>20

12

>20

>20

>20

10

>20

>20

>20

9

0

0

1

0

1

1

2

0

2

1

3

0

457-456

-

456-455

-

455-454

-

454-453

6

453-452

6

452-451

6

451-450

9

450-449

9

449-448

9

448-447

12

447-446

12

446-445

12

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430

9

430-429

12

429-428

12

428-427

12

-

N/A -

>20

-

-6

7

-

4

8

4

>20

>20

6

>20

>20

8

>20

>20

4

>20

>20

6

>20

>20

8

>20

>20

,4

>20

>20

6

>20

>20

8

>20

>20

,

-

1

1

-

1

1

-

-1.

1

4

'>20

>20

6

>20

>20

8

>20

>20

4

>20

>20

6

>20

>20

8

>20

>20

4

>20

>20

6

>20

>20

8

>20

>20

20

3

12

1

13

1

>20-

12

>20

10

>20

9

>20

13

>20

9

>20

14

>20

>20

>20

>20

>20

>20

3

0

2

0

2

0

>20

5

>20

6

>20

9

>20

12

>20

15

>20

17

>20

17

>20

18

>20

20

II

Table F-3 Elastic Moduli: 6/13/94

Station

Number. CMMSS

(in.)

501-500

12

500-499

12

499-498

12

498-497

9

497-496

9

496-495

9

495-494

6

494-493

6

493-492

6

492-491

-

491-490

-

490-489

-

Cement Content
(%)
8 6 4 8 6 4
8 6 4
-
-
-

*E1 117.67 113.25 116.75
104 118.67 120.33 111.33 119.33 122.67
89 92.33 , 102.33

457-456

-

456-455

-

455-454

-

454-453

6

453-452

6

452-451

6

451-450

9

450-449

9

449-448

9

448-447

12

447-446

12

446-445

12

-

n/a '

-

88

-

84

4

106.67

6

119

8

111.5

4

106

6

119

8

117

4

113

6

118.33

8

98.67

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430

9

430-429

12

429-428 , 12

428-427

12

-

114.33

-

108.33

-

103.33

4

123

6

131

8

132

4

140

6

139.67

8

132.33

4

129.33

6

121.67

8

111.33

Elastic Moduli

(ksi)

E2

E3 .

,70.67

35

59
73~75

38.33 36.25

58 . 30.67

45.33

24

42

22.33

45.33

25

44.67 24.67

40

22

9.25

-

10.33

-

12

-

n/a 19.33 28.33 50.67 48.5 38.33 52.,67 56:33 51.33 65.33 67.67 52.67

-
-
24.67 24 28
27.67 29.67 27.33
36 37.67
29

10.33 9.67 17.67 34;67 33 37.33 38.33 43.33 55 56.33 58.33 73.67

-
-
18 16.33
18 20.33
23 28.67 31.33
32 40.33

* E1: Elastic Modulus for Asphalt Layers E2: Elastic Modulus for Base Layer E3: Elastic Modulus for Cement Modified Subgrade E4: Elastic Modulus for Unmodified Subgrade

E4 24.67 22.67 19.75 16.67 15.33
15 16.67
17 14.33 3.75
5 . 4.67
n/a 6.67 9.67 18 19 19 19 21 22.67 29.33 30 23
4.33 4 6.33 11 10 12.33 14 20 22.67 25 25 25.67

Ii

Table F-4

Elastic Moduli: 8/26/95

Station

Cement

Elastic Moduli

'.

Number CMMSS Content

(ksi)

(in.)

(%)

*E1

E2

E3

E4

501-500

12

8

295.33 72.33

40

20.33

500-499

12

6

355

72.67

40

18.33

499-498

12

4

325

67.67 37.33 18.67

498-497

9

8

327

54

28.33 14.67

497-496

9

6

348.33 50.33 26.67 14.67

-496-495

9

4

361.67 46.33 24.67

15

.495-494

6

8

305.67 62.33 30.67 17.33

494-493' 6

6

319

47.67 23.33 14.33

Ii

493-492

6

492-491

-

4

330.67 39.33 19.33

12

-

207.33

10

-

4.67

491-490

-

-

236

11.67

-

3.33

490-489

-

-

232

13

--

3.33

457-456

-

-

225.33 32.33

-

9

II

456-455

-

455-454

-

-

200.33 20.33

-

7

-

232

19.67

-

1.33

454-453

6

4

236

51.3

25.33

16

453-452

6

6

243.33

60

29.33

20.7

II

452-451

6

,8

241

60.3

29.67 14.67

451-450

9

4

236

53.67 28.33

14

450-449

9

6

255.33

58

30.33 18.33

449-448

9

8

228.67 55.33

29

17.33

448-447

12

4

209

83.33

46

27.33

447-446

12

6

245.67 81.67

45

28

446-445

12

8

210.67

72

39.67 25.33

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430

9

. 430-429

12

429-428

12

428-427

12

-

192.67 13.67

-

3.67

-

183.33

13

-

3.33

-

172

12

-

3.67

4

216.25 39.25 19.25

11

6

217

37.25 18.25 11.75

8

. 201

53

26

14.75

4

197.33 55.33 29.33 17.33

6

209.67 55.67 29.67 19.67

8

228

59

31

17.67

4

185.33 69.67 38.33 26.33

6

175

87.33 48.33 27.33

8

167.67 91.33 50.33

28

* E1: Elastic Modulus for Asphalt Layers E2: Elastic Modulus for Base Layer E3: Elastic Modulus for Cement Modified Subgrade E4: Elastic Modulus for Unmodified Subgrade

Table F-5 Elastic Moduli: 9/20/96

Station Number
501-500 500-499 499-498 498-497 497-496 496-495 495-494 494-493 493-492 492-491 491-490 490-489

CMMSS (in.) 12 12 12 9 9 9 6 6 6
-

-
Cement Content
(%) 8 6 4 8 6 4 8 6 4
-

*E1 767.25 967.5 822.25 975.25 1044.25
907 873 834.5. 881.25 480 549.5 556.4

Elastic Moduli

(ksi)

E2

E3

67

37

73.25 40.25

72

39.5

47.75

25.5

43

22.75

43

22.75

43

20.75

40

19.5

34.75 7.33 12 12.2

16.75
- .-
.

E4 20.75 19.25 . 19.75 16.25 16.5 15.75 16.25
16 14.25 2.67
4 4

457-456

-

456-455

-

455-454

-

-

643.5

29.5

-

8

-

569

20

.

6.25

-

506.25 .22.25

-

6.25

454-453

6

4

631.5

40.5

20

13

453-452

6

6

609

52.5

23.25 15.25

452-451

6

8

630.5

45

22

12.25

451-450

9

4

650

48.5

26

18.5

450-449

9

6

609.75 46.5

24.5

15.5

II

449-448

9

8

650

48.5

26

18.5

448-447

12

4

520

65.75 36.25

25.5

447-446

12

6

569.5 68.75 . 38.25

25

446-445

12

8
,

495.5

59

32.5

Z3

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430

9

430-429

12

429-428

12

428-427

12

-
-, -
4 6 8 4 6 '.
8 4 6 8

483.25 431.25
401 520.25 554.5 524.5 651.75
557 593.25
484 494.75
462

13.75 10.25
11 34 32.5 37.5 38.75 43 41.5 56 61.75 61

-
-
16.5 16 18.25
22 22.75
22 31 34.25 33.75

16 3.25 3.5 . 9.75 9.5 12.25 14.5 16.25 14.5 22.25 25.5 28

* E1: Elastic Modulus for Asphalt Layers E2: Elastic Modulus for Base Layer E3: Elastic Modulus for Cement-Modified Subgrade E4: Elastic Modulus for Unmodified SUbgrade

Table F-6 ' Elastic Moduli: 7/22/97

Ii

Station

Cement

Number CMMSS Content

Elastic Moduli (ksi)

(in.)

(Ufo)

*E1

E2

E3

E4

501-500 12

8

414.68 83.5

32.8

18.6

500-499 12

6

578

72.25 35.25 17.75

,499-498

12 '

4

"494.75 66.75 32.75 15.75

III

498-497

9

497-496

9

8

475

53.8

28.8

15.8

6

606.8

41.8

21.8

13.3

496-495

9

4

535.3

35.5

19

12

495-494

6

8

540

37.75

21

13.5

Ii

494-493

6

6

615.75 31.25

17.5

'12.25

493-492

6

492-491

-

491-490

-

490-489

-

4

618.5

29

16.25 11.25

-

391

7.5

-,

2.25

-

381.75 10.75

-

3

-

314.75

13

-

3.25

457-456

-

456-455

-

455-454

-

454-453

6

453-452

6

452-451

6

451-450

9

450-449

9

449-448

9

448-447

12

447-446

12

446-445

12

-

501.4 ' 25.4

-

6.6

-

394

19

-

5.5

-

375.5 17.25

-

4.75

4

436.5 47.75

23.5

12.75

6

488.5

40

19.75 10.25

8

515.75 35.5

17.25

9.25

4

588.3

40.5

21.8

12.8

6

469.5

42

20.8

13.3

8

561.3

44.3

23.3

14.5

4

524.75 62.75

34.75

22.5

6

570.25 69.25 38.25 37.25

8

434.75 51.6875

33

20.25

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430

9

430-429

12

429-428

12

428-427

12

-

366.4

-

" 367

-

366.5

4 , 491.25

6

499.5

8

484.75

4

.465.5

6

'516.8

8

500

4

427.8

6

398.75

8

399.5

10.4 8.75 12.75 30.25 30.75 37.25 55.3 46.5 44 55.6 59.75 65.5

-
14.75 15 18.5 29.3 24.5 23.5. 30.8 33
36.25

2.8 2.75 3.75
8 8.5 9.75 17 14.3 12.3 20.8 24.5 22.75

* E1: Elastic Modulus for Asphalt Layers E2: Elastic Modulus for Base Layer E3: Elastic Modulus for Cement-Modifi,ed Subgrade E4: Elastic Modulus for Unmodified Subgrade

1II1:

II,
I' I

.

_I..

I',I'
IL

__

.J

Table F-7 Elastic Moduli: Asphalt Layers (E1)
1994-1997 '

Station Number
501-500 500-499 499-498 498-497 497-496 496-495 495-494 494-493 493-492 ,492-491 491-490 490-489

CMMSS (in.) 12 12 12 9 9 9 6 6 6
-
-

Cement Content
(%)
8 6 4 8 6 4 8 6 4
- ,.. -

1994

Year

1995

1996

117.67 113.25 116.75
104 118.67 120.33
11~.33
119.33 122.67
89 92.33 102.33 -..

295.33 355 325 327
348.33 361.67 305.67
319 330.67 207.33
236 232

767.25 967.5 822.25 975.25 1044.25 901 873 834.5 881.25 480 549.5 556.4

1997
414.68 578
494.75 475 606.8 535.3 540
615.75 618.5 391 381.75 314.75

457-456

-

456-455

-

455-454

-

454-453

6

453-452

6

452-451

6

451-450

9

450-449

9

449-448

9

448-447

12

447-446

12

446-445

12

-

n/a

225.33 643.5 501.4

-

88

200.33

569

394

-

84

232 '506.25 375.5

4

106.67 236

631.5 436.5

6

119

243.33

609

488.5

8

111.5

241

630.5 515.75

4

106

236

650. 588.3

6

119 255.33 609.75 469.5

8

117

228.67

650

561.3

4

113

209

520 524.75

6

" 118.33 245.67 569.5 570.25

8

98,67 210.67 495.5 434.75

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430

9

430-429 12

429-428 12

428-427

12

,-

114.33 192.67

-

108.33 183,33

-

103.33 172

4

123 216.25

6 , .. ,. 131

217

8

132

201

4

140 197.33

6

139.67 209.67

8

132.33 . 228

4

129.33 185.33

6

121.67

175

8

111.33 167.67

483.25 431.25
401 520.25 554.5 524.5 651.75
557 593.25
484 494.75
462

366.4 367 366.5 491.25 499.5 484.75 465.5 516.8 500 -427.8 398.75 399.5

.)

Table F-8 Elastic Moduli: Base Layer (E2)
1994-1997

Station Number
501-500 500-499 499-498 498-497 497-496 496-495 495-494 494-493 493-492 492-491 491-490 490-489

CMMSS (in.) 12 12 12 9 9 9 6 6 6
-
-

Cement Content
(%)
8 6 4 8 6 4 8 6 4
-

1994
70.67 59
73.75 58
45.33 42
45.33 44.67
40 9.25 10.33 12

457-456

-

456-455

-

455-454

-

454-453

6

453-452

6

452-451

6

451-450

9

450-449

9

449-448

9

448-447

12

447-446

12

446-445

12

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431 .9

431-430

9

430-429

12

429-428

12

428-427

12

-

n/a

-

19.33

-

28.33

4

50,67

6

48.5

8

38.33

4

52.67

6

56.33

8

51.33

4

. 65.33

6

67.67

8

52.67

-

10.33

-

9.67

-

17,67

4

.. 34.67

6 ... 33

8

37.33

4

38.33

6

43.33

8

55

4

56.33

6

58.33

"8

73.67

Year

1995

1996 '

1997

72.33 72.67 67.67
54 50.33 46.33 62.33 47.67 39,33
10 11,67
13

67 73.25
72 '47.75
43 43 43 40 34.75 7.33 12 12.2

83.5 . 72.25
66.75 53.8 41.8 35.5 37,75 31,25
~29
, 7.5 10,75 13

32.33 20.33 19.67 51.3
60 60.3 53.67 58 55.33 83.33 81.67 72

29.5 20 22,25 40.5 52,5 45 48.5 46.5 48.5 65.75 68,75 59

25.4 19 17.25 47,75 40 35,5 40.5 42 44.3 62.75 69,25 51.6875

13,67 13 12
39.25 37.25
53 55.33 55.67
59 69.67 87.33 91.33

13.75 10.25
11 34 32.5 37.5 38.75 43 41.5 56 61.75 61 .

10.4 8,75 12.75 30.25 30.75 37.25 55.3 46.5 44 55.6 59.75 65.5

H
I
Il ,

II:
)

Table F-9 Elastic Moduli: Cement Modified SUbgrade(E3)
1994-1997

Station Number
501-500 500-499 499-498 498-497 497-496 496-495 495-494 494-493 493-492 492-491 491-490 490-489

CMMSS (in.) 12 12 12 9 9 9 6 6 6
-

Cement Content
(%)
8 6 4 8 6 4 8 6 '4
-

457-456 - -

-

456-455

-

-

455-454

-

-

454-453

6

4

453-452

6

6

452-451

6

8

451-450

9

4

450-449

9

6

449-448

9

8

448-447

12

4

447-446

12

6

446-445

12

'8

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430 -9

430-429

12

429-428

12

428-427

12

-
-

,

-

4

6

8

4

6

8

4

6

8

'1994
35 38.33 36.25 30.67
24 22.33
25 24.67 22
-
-
.-
24.67 24 28
27.67 29.67 27.33
36 37.'67
29
---
18 16.33
18 20.33
23 28.67 31.33
32 40.33

Year

1995

1996

40 40 37.33 28.33 26.67 24.67 30.67 23.33 19.33
-
-
25.33 29.33 29.67 28.33 30.33 ' 23
46 45 39.67
-
-
-
19.25 18.25
26 29.33 29.67
31 38.33 48.33 50.33

37 40.25 39.5 25.5 22.75 22.75 20.75 19.5 16.75
-
-
-
-
20 23.25
22 - 26
24.5 26 36.25 38.25 32.5
-
16.5 16 ,18.25 22 22.75 22 31 34.25 33.75

1997
32.8 35.25 32.75 28.8 21.8
19 21 17.5 ' 16.25
-
-
23.5 19.75 17.25 21.8 20.8 23.3 34.75 38.25
33
-
14.75 15 18.5 29.3 24.5 23.5 30.8 33
36.25

I '~,If
--~-

Ii
Table F-10 Elastic Moduli: Subgrade (E4)
1994-1997

Station Number
501-500 500-499 499-498 498-497 497-496 496-495 495-494 494-493 493-492 492-491 491-490 490-489

CMMSS (in.) 12 12 12 9 9 9 6 6 6
-

Cement Content
(%) 8 6 4
.8
6 4 8 6 4
-
-

1994
24.67 22.67 19.75 16.67 15.33
15 16.67
17 14.33 3.75
5 4.67

Year

1995

1996

20.33 18.33 18.67 14.67 14.67
15 17.33 14.33
12 2.67 3.33 3.33

20.75 19.25 19.75 16.25 16.5 15.75 16.25
16 14.25 2.67
4-
4

1997
18.6 17.75 15.75 15.8 13.3
12 13.5 12.25 11.25 2.25
3 3.25

457-456

-

456-455

-

455-454

-

-

n/a

9

8

6.6.

-

6.67

7

6.25

5.5

-

9.67

7.33

6.25

4.75

454-453

6

4

18

16

13

12.75

453-452

6

6

19

20.7

15.25 10.25

452-451

6

8

19

14.67 12.25

9.25

451-450

9

4

19

14

18.5

12.8

450-449

9

6

21

18.33

15.5

13.3

449-448

9

8

22.67 17.33

18.5

14.5

448-447

12

4

29.33 . 27.33

25.5

22.5

447-446

12

6

30

28

25

37.25

\

446-445 12

'8

23

25.33

23

20.25

439-438

-

438-437

-

437-436

-

436-435

6

435-434

6

434-433

6

433-432

9

432-431

9

431-430

9

430-429 12

429-428 12

428-427 12

-
-

,

4.33 4

-

6.33

4

11

6

10

8

12.33

4

14

6

20

8

22.67

4

25

6

25

8

25.67

3.67 3.33 3.67 11 11.75 14.75 17.33 19.67 17.67 26.33 27.33 28

16 3.25 3.5 9.75 9.5 12.25 14.5 16.25 14.5 22.25 25.5 28

2.8 2.75 3.75
8 8.5 9.75 17 14.3 12.3 .20.8 24.5 22.75

I
III
APPENDIXG: Supporting Data on Optimal CMMSS Thickness
and Cement Percentage

________0 _
100

FigureG-1 Elastic Modulus Increase vs. CMMSS Increase

I

90

,!I

80

-- 70
~ 0
CD 60
tn
CIS
~
uc 50

tn
~

~
"C

40

0

:E

30

20

10

0

0

1

2

3

4

5

6

7

Thickness Increase (in.)

. .'

., .

.-:.' ,

_ .-. _ _..

.. .- wa- as "iii

Elastic Modulus Increase vs. Cement Percentage Increase

1

2

3

4

5

Cement Increase (%)

---I

50,000

Figure G-3 Cost Per Mile for Cement Modification

40,000
--- 30,000
~ I/)
0
U
20,000
10,000

......-12.. TS1 ( _9"TS1 -+-S"TS1 --M-12"TS2 _9"TS2 -+-S"TS2
~12"TS3
-9"TS3 -S"TS3

0

4

5

- _ . _ - _ . -

.._- ......_ _-_.- ----_

---_ _

6

7

8

__ _ _ Cement (%)
_ - - - - _ ...... .. .~ _.. _------_.-..- ..

._-----

---------------------------,
Figure G-4 Cost Increase vs. CMMSS Thickness Increase .. ' 120

100
80
--~ 0
Q)
.tI'J tV
60 Q)
~
rC::J:
.....
tI'J
u0 40

20

o

o

1

2

3

4

5

6

7

CMMSS Thickness Increase (in.)

---------
100
90-

Cost Increase vs. Cement Percenta

80

-- 70
of!.
CI)
..tcivl 60
CI)

CcJ
50
til :::J

:::J

"C 0

40

~

30

20

10

0

0

1

2

3

4

5

Cement Increase (%)

------------------- -----------.-._------_._---------------------------------------------'