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Publication Number: FHWA-RD-01-166
Date: November 2003

Structural Factors for Flexible Pavements—Initial Evaluation of The SPS-1 Experiment Final Report

APPENDIX A. SPS-1 PROJECT SUMMARIES (continued)

MICHIGAN

The Michigan project was built on U.S. 27 near St. Johns, MI, in 1995.  The project was constructed with AC shoulders.

The project was planned for the wet-freeze environmental zone with a fine-grained subgrade and would fill column K of the experiment factorial.  This project has an average annual freeze index of 283 °C-days. On average, 870 mm of rain falls each year on the project.  The subgrade samples were classified as lean clay.  All samples of the subgrade were fine-grained materials.

This project includes Sections 260113 through 260124 in the experiment design.  The State built one supplemental section on this project.  Table 59 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project. 

Construction Difficulties

No construction difficulties were noted in the IMS.  This project does not have a final construction report available.

Project Deviations

All sections except three (260116, 260122, and 260123) have layers whose average thickness deviates more than 6 mm from the experiment design.  Essentially no other data are available for comparison to the requirements.

Data Summary

Table 60 provides a summary of the available materials data. Only the subgrade and DGAB layers have any materials testing data available.  The subgrade layer still requires the permeability testing and the DGAB still requires the permeability and resilient modulus testing.  No testing has been conducted on the PATB, ATB, or the HMA layers.

Four of the sections failed 2 months after the project was completed (Sections 260113, 260114, 260119, and 260122).  These four sections all have different structural features.  No monitoring data was taken on these four sections.  Monitoring of the other sections has met the frequency requirements for the long-term monitoring.  Only the distress surveys have met the requirements for initial monitoring.  A video distress survey has been completed, but the results for selected tests sections are not at Level E in the IMS.  The first round of transverse profile, longitudinal profile, and FWD testing did not meet the time limits for initial monitoring.

This project has 3 years of available traffic data, but those data were not at Level E as of January 2000.

There are 670 days of AWS data available for this project.  The project should have 1,399 days of data available.  This project also has 17 years of data from the NOAA database.

The reason the initial monitoring requirement was not met is that some of the test sections were taken out of service 2 months after construction.

Table 59.  Summary of key project monitoring data for the Michigan SPS-1.
Michigan SPS-1 Project Key Information Summary
Age as of Aug. 1999:
4.0 years  
Construction Date:
8/5/95
Subgrade type:
Fine Grained  
Climatic Zone:
Wet - Freeze
Subgrade Treatment:
None  
Automated Weather Station:
670 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
884 Days
Construction Problems
?  
Weighing-In-Motion:
250 Days

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0113
102
112
203
203
DGAB
No
0
45
35
0114
178
165
305
305
DGAB
No
0
45
35
0115
178
84
203
244
ATB
No
0
0
35
0116
102
104
305
305
ATB
No
0
0
35
0117
178
163
203
234
ATB/DGAB
No
0
0/45
35
0118
102
84
305
312
ATB/DGAB
No
0
0/45
35
0119
178
163
203
203
PATB/DGAB
Yes
0
0/45
35
0120
102
94
305
305
PATB/DGAB
Yes
0
0/45
35
0121
102
94
407
406
PATB/DGAB
Yes
0
0/45
35
0122
102
97
203
208
ATB/PATB
Yes
0
0/0
35
0123
178
178
305
305
ATB/PATB
Yes
0
0/0
35
0124
178
152
407
406 ATB/PATB Yes
0
0/0
35
0159                  

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0113
0
0
0
0
0
1
3
Out of Study 10/1/95
0
0114
0
0
0
0
0
1
3
Out of Study 10/1/95
0
0115
3 (12/30/96)
2
4
1
2
0
3
 
3
0116
3 (12/30/96)
3
4
1
2
0
3
 
3
0117
3 (12/30/96)
2
4
1
2
0
3
 
3
0118
3 (12/30/96)
2
2
1
1
0
3
 
3
0119
0
0
0
0
0
1
3
Out of Study 10/1/95
0
0120
3 (12/30/96)
2
2
1
1
1
3
 
3
0121
4 (3/28/96)
2
2
1
1
1
3
 
3
0122
0
0
2
0
0
1
3
Out of Study 10/1/95
0
0123
3 (12/30/96)
3
4
1
2
0
3
 
3
0124 3 (12/30/96)
3
4
1
2
0
3
 
3
0159 4 (3/28/96) 0 0 0 0 0 0   0

 

Table 60.  Summary of available materials testing data on the Michigan SPS-1.

Michigan SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
2
100.0
Hydrometer Analysis
6
2
100.0
Atterberg Limits
6
2
100.0
Moisture-Density Relations
6
2
100.0
Resilient Modulus
6
5
60.0
Natural Moisture Content
6
2
100.0
Permability
3
0
0.0
Unbound Base:
Seive Analysis
3
2
100.0
Atterberg Limits
3
2
100.0
Moisture-Density Relations
3
2
100.0
Resilient Modulus
3
2
0.0
Permeability
3
0
0.0
Natural Moisture Content
3
2
100.0
Permeable Asphalt Treated Base:
Asphalt Content
3
0
0.0
Aggregate Gradation
3
0
0.0
Asphalt Treated Base:
Core Examination
34
0
0.0
Bult Specific Gravity
34
0
0.0
Maximum Specific Gravity
3
0
0.0
Asphalt Content
3
0
0.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
0
0.0
Aggregate Gradiation
3
0
0.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
0
0.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
0
0.0
Asphalt Surface:
Core Examination
60
0
100.0
Bulk Specific Gravity
60
0
0.0
Maximum Specific Gravity
3
0
0.0
Ashpalt Content
3
0
0.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
0
0.0
Aggregate Gradation
3
0
0.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
0
0.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
0
0.0

 

MONTANA

The Montana project was built on U.S. 15 in 1998.  U.S. 15 is a four-lane divided highway.  The project was constructed with AC shoulders.

The project was planned for the dry-freeze environmental zone with a coarse-grained subgrade and would fill column U of the experiment factorial.  This project has an annual freeze index of 200 °C-days.  The project receives 317 mm of rainfall each year.  No information is available about the subgrade classification for this project.

This project includes Sections 300113 through 300124 in the experiment design.  The State opted not to build any supplemental sections on this project.  Table 61 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.

Construction Difficulties

No construction report was available to document difficulties in the construction process.  The construction report is in draft form and waiting additional construction information prior to submittal to LTPP.

Project Deviation

Every section had at least one layer whose average thickness deviated from the design thickness by more than 6 mm.  According to the elevation surveys, all of the layers varied from the design thickness by more than 6 mm at one location at least.  No other deviations could be noted from the construction data.

Data Completeness

Table 62 provides a summary of the materials testing data available for this project.  No testing has been conducted for this project.

Even though some of the monitoring has not yet occurred on this project, all of the monitoring meets the long-term monitoring requirements.  Both the distress and the FWD testing met the requirements for the initial monitoring.

Currently, no traffic data have been collected for this project.

More than 370 days of AWS data are available for this project.  The project should have 242 days of AWS data.  The weather station was installed prior to the completion of the project.  This project does not have any data available from the NOAA database.

Table 61. Summary of key project monitoring data for the Montana SPS-1.

Montanta SPS-1 Project Key Information Summary
Age as of Aug. 1999:
0.8 years  
Construction Date:
10/1/98
Subgrade type:
Coarse- Grained  
Climatic Zone:
Dry - Freeze
Subgrade Treatment:
None  
Automated Weather Station:
370 Days
Climatic data availablity:
0  
Automated Vehicle Class:
None
Construction Problems
?  
Weighing-In-Motion:
None

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0113
102
122
203
213
DGAB
No
0
0
0
0114
178
183
305
315
DGAB
No
0
0
0
0115
178
188
203
231
ATB
No
0
0
0
0116
102
117
305
320
ATB
No
0
0
0
0117
178
183
203
234
ATB/DGAB
No
0
0/0
0
0118
102
117
305
328
ATB/DGAB
No
0
0/0
0
0119
178
185
203
226
PATB/DGAB
Yes
0
0/0
0
0120
102
107
305
318
PATB/DGAB
Yes
0
0/0
0
0121
102
109
407
419
PATB/DGAB
Yes
0
0/0
0
0122
102
114
203
211
ATB/PATB
Yes
0
0/0
0
0123
178
191
305
315
ATB/PATB
Yes
0
0/0
0
0124
178
183
407
455 ATB/PATB Yes
0
0/0
0

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0113
2 (11/19/98)
3
2
0
2
0
0
 
0
0114
2 (11/19/98)
3
2
0
2
0
0
 
0
0115
2 (11/19/98)
3
2
0
2
0
0
 
0
0116
2 (11/19/98)
3
2
0
2
0
0
 
0
0117
2 (11/19/98)
3
2
0
2
0
0
 
0
0118
2 (11/19/98)
3
2
0
2
0
0
 
0
0119
2 (11/19/98)
3
2
0
2
0
0
 
0
0120
2 (11/19/98)
3
2
0
2
0
0
 
0
0121
2 (11/19/98)
3
2
0
2
0
0
 
0
0122
2 (11/19/98)
3
2
0
2
0
0
 
0
0123
2 (11/19/98)
3
2
0
2
0
0
 
0
0124 2 (11/19/98)
3
2
0
2
0
0
 
0

 

Table 62. Summary of available materials testing data on the Montana SPS-1.

Montana SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
10
100.0
Hydrometer Analysis
6
0
0.0
Atterberg Limits
6
0
0.0
Moisture-Density Relations
6
10
100.0
Resilient Modulus
6
0
0.0
Natural Moisture Content
6
0
0.0
Permability
3
0
0.0
Unbound Base:
Seive Analysis
3
0
0.0
Atterberg Limits
3
0
0.0
Moisture-Density Relations
3
0
0.0
Resilient Modulus
3
0
0.0
Permeability
3
0
0.0
Natural Moisture Content
3
0
0.0
Permeable Asphalt Treated Base:
Asphalt Content
3
0
0.0
Aggregate Gradation
3
0
0.0
Asphalt Treated Base:
Core Examination
34
0
0.0
Bult Specific Gravity
34
0
0.0
Maximum Specific Gravity
3
0
0.0
Asphalt Content
3
0
0.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
0
0.0
Aggregate Gradiation
3
0
0.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
0
0.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
0
0.0
Asphalt Surface:
Core Examination
60
0
0.0
Bulk Specific Gravity
60
0
0.0
Maximum Specific Gravity
3
0
0.0
Ashpalt Content
3
0
0.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
0
0.0
Aggregate Gradation
3
0
0.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
0
0.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
0
0.0

 

NEBRASKA

The Nebraska project was built on U.S. 81 southwest of Lincoln, NE, in 1995.  U.S. 81 is a four-lane divided highway with an estimated 26 percent trucks.(24)  It was estimated that this project would annually receive 119,000 ESALs.  The project was constructed with AC shoulders.

The project was planned for the dry-freeze environmental zone with a fine-grained subgrade and would fill column S of the experiment factorial.  This project has an average annual freeze index of 228 °C-days. On average, 785 mm of rain falls each year on the project.  The subgrade samples were classified as lean clay.  All samples of the subgrade were fine-grained materials.

This project includes sections 310113 through 310124 in the experiment design.  The State opted not to build any supplemental sections on this project.  Table 63 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.

Construction Difficulties

The deviations for the project include the following:  two-way traffic used the new roadway until the original lanes were reconstructed, and three of the sections were constructed over culverts.  However, the fill depths at these locations are greater than 3 m.  Rain caused several delays during the construction of the project.

Project Deviations

All sections except two (Sections 310113 and 310121) had at least one layer whose average thickness deviated more than 6 mm from the design.  No elevation data were recorded in the IMS.

A sample of the PATB reported the amount of aggregate passing the No. 200 sieve was greater than the standards allowed. In addition, a sample of the HMA reported that the amount of aggregate passing the No. 4 sieve was larger than the standards allowed.  No other deviations were noted in the construction data.

Data Completeness

Table 64 provides a summary of the materials testing data available for this project.  All of the layers have had most of the testing completed.  The only tests that have not been conducted are the resilient modulus, permeability, and moisture content on the DGAB layer, and the moisture susceptibility on the ATB and HMA layer.

Table 63. Summary of key project monitoring data for the Nebraska SPS-1.

Nebraska SPS-1 Project Key Information Summary
Age as of Aug. 1999:
4.1 years  
Construction Date:
7/1/95
Subgrade type:
Fine Grained  
Climatic Zone:
Wet - Freeze
Subgrade Treatment:
None  
Automated Weather Station:
1024 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
581 Days
Construction Problems
3 test sections over culvets; rain delays  
Weighing-In-Motion:
531 Days

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0113
102
130
203
203
DGAB
No
36
33
76
0114
178
170
305
305
DGAB
No
36
33
76
0115
178
112
203
203
ATB
No
36
57
76
0116
102
112
305
305
ATB
No
36
57
76
0117
178
201
203
203
ATB/DGAB
No
36
57/33
76
0118
102
109
305
305
ATB/DGAB
No
36
57/33
76
0119
178
201
203
203
PATB/DGAB
Yes
36
84/33
76
0120
102
119
305
305
PATB/DGAB
Yes
36
84/33
76
0121
102
135
407
406
PATB/DGAB
Yes
36
84/33
76
0122
102
97
203
213
ATB/PATB
Yes
36
57/84
76
0123
178
191
305
307
ATB/PATB
Yes
36
57/84
76
0124
178
191
407
414 ATB/PATB Yes
6
57/84
76

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0113
4 (11/1/95)
2
2
1
1
0
2
 
3
0114
10 (11/1/95)
17
5
1
5
0
2
 
3
0115
4 (11/1/95)
2
2
1
3
0
2
 
3
0116
4 (11/1/95)
2
2
1
1
0
2
 
3
0117
4 (11/1/95)
2
2
1
3
0
2
 
3
0118
4 (11/1/95)
2
2
1
1
0
2
 
3
0119
4 (11/1/95)
2
2
1
3
0
2
 
3
0120
4 (11/1/95)
2
2
1
1
0
2
 
3
0121
4 (11/1/95)
2
2
1
3
0
2
 
3
0122
4 (11/1/95)
2
2
1
1
0
2
 
3
0123
4 (11/1/95)
2
2
1
3
0
2
 
3
0124 4 (11/1/95)
2
2
1
3
0
2
 
3

All long-term monitoring requirements have been met.  However, initial monitoring requirements were not met for every type of data collection.  The distress and FWD testing met the initial requirements.  The longitudinal profile did not meet the requirements for initial monitoring.  The initial monitoring for the transverse profile was not met for Sections 310113, 310116, 310118, 310120, and 310122.

Two years of WIM traffic data have been collected for this project.

This project has 1,024 days of AWS data available.  Records show that the project should have 1,430 days of data available.  This project also has 17 years of data from the NOAA database.

Table 64. Summary of available materials information on the Nebraska SPS-1.

Nebraska SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
5
100.0
Hydrometer Analysis
6
5
100.0
Atterberg Limits
6
5
100.0
Moisture-Density Relations
6
5
100.0
Resilient Modulus
6
5
80.0
Natural Moisture Content
6
5
100.0
Permability
3
1
100.0
Unbound Base:
Seive Analysis
3
0
0.0
Atterberg Limits
3
0
0.0
Moisture-Density Relations
3
0
0.0
Resilient Modulus
3
0
0.0
Permeability
3
0
0.0
Natural Moisture Content
3
0
0.0
Permeable Asphalt Treated Base:
Asphalt Content
3
2
100.0
Aggregate Gradation
3
3
66.7
Asphalt Treated Base:
Core Examination
34
33
66.7
Bult Specific Gravity
34
8
62.5
Maximum Specific Gravity
3
7
100.0
Asphalt Content
3
3
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
4
75.0
Aggregate Gradiation
3
2
100.0
NAA Test for Fine Aggregate Particle Shape
3
2
100.0
Penetration of Asphalt Cement
6
2
50.0
Specific Gravity of Asphalt Cement
6
2
100.0
Viscosity of Asphalt Cement
6
2
0.0
Asphalt Surface:
Core Examination
60
28
100.0
Bulk Specific Gravity
60
18
88.9
Maximum Specific Gravity
3
18
100.0
Ashpalt Content
3
4
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
8
87.5
Aggregate Gradation
3
4
100.0
NAA Test for Fine Aggregate Particle Shape
3
4
100.0
Penetration of Asphalt Cement
6
4
0.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
4
0.0

 

NEVADA

The Nevada project was built on U.S. 80 west of Battle Mountain, NV, in 1995.  U.S. 80 is a four-lane divided highway with an estimated 52 percent trucks.(25)  It was estimated that this project would annually receive 799,000 ESALs.  The project was constructed with AC shoulders.

The project was planned for the dry-freeze environmental zone with a coarse-grained subgrade and would fill column T of the experiment factorial.  This project has an average annual freeze index of 156 °C-days. On average, 223 mm of rain falls each year on the project.  The subgrade samples were classified as sandy lean clay, silt with sand, silty sand, or clayey sand.  Two of the five subgrade samples were fine-grained materials.

This project includes Sections 320101 through 320112 in the experiment design.  The State opted not to build any supplemental sections on this project.  Table 65 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.

Construction Difficulties

A plant breakdown occurred while laying the PATB.  The breakdown slowed paving operations for approximately 1 hour.  The breakdown occurred when the paver was in the middle of Section 320110.  The paver hopper was continuously either too full or too empty during the paving of the ATB and HMA layers.  A loader was used to add or remove material as necessary. Due to these problems, paving of these layers was intermittent.

Project Deviations

Section 320109 was the only section that did not have at least one layer whose average thickness deviated from the design thickness by more than 6 mm.  For every section, all of the layers had variations in thickness that were larger than 6 mm from the design thickness.

Gradations of the DGAB material indicated that approximately 11 to 12 percent of the material was passing the No. 200 sieve.  This was larger than the 10 percent allowed by the construction guidelines.  The construction data did not show any other deviations from the guidelines.

Data Completeness

Table 66 provides a summary of the materials testing data available for this project.  The subgrade testing for this project has been completed.  However, very little of the other testing has been completed.  The sieve analysis, moisture content, and permeability testing are the only tests that have been completed for the DGAB layer.  The core examination and bulk specific gravities are only partially complete for the ATB and HMA layer.  No other testing has been conducted.

The long-term monitoring requirements were met for the distress, transverse profile, longitudinal profile, and FWD data collection.  However, the initial monitoring requirements were not met for any of these.

Table 65. Summary of key project monitoring data for the Nevada SPS-1.

Nevada SPS-1 Project Key Information Summary
Age as of Aug. 1999:
4.0 years  
Construction Date:
8/1/95
Subgrade type:
Coarse Grained  
Climatic Zone:
Dry - Freeze
Subgrade Treatment:
Lime-treated  
Automated Weather Station:
None
Climatic data availablity:
17 years  
Automated Vehicle Class:
299 Days
Construction Problems
Plant breakdown, Intermittent ATB and HMA paving.  
Weighing-In-Motion:
338 Days

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0101
178
183
203
216
DGAB
No
14
50
91
0102
102
112
305
297
DGAB
No
14
50
91
0103
102
104
203
224
ATB
No
14
6
91
0104
178
185
305
315
ATB
No
14
6
91
0105
102
107
203
213
ATB/DGAB
No
14
6/50
91
0106
178
183
305
318
ATB/DGAB
No
14
6/50
91
0107
102
112
203
201
PATB/DGAB
Yes
14
0/50
91
0108
178
178
305
310
PATB/DGAB
Yes
14
0/50
91
0109
178
178
407
409
PATB/DGAB
Yes
14
0/50
91
0110
178
168
203
218
ATB/PATB
Yes
14
6/0
91
0111
102
104
305
325
ATB/PATB
Yes
14
6/0
91
0112
102
114
407
422
ATB/PATB Yes
14
6/0
91

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0101
7 (12/3/96)
18
10
1
8
0
3
 
3
0102
3 (4/22/97)
6
3
1
3
0
1
 
3
0103
3 (4/22/97)
5
3
1
3
0
1
 
3
0104
3 (4/22/97)
5
3
1
3
0
1
 
3
0105
3 (4/22/97)
6
3
1
3
0
1
 
3
0106
3 (4/22/97)
6
3
1
3
0
1
 
3
0107
3 (4/22/97)
5
3
1
3
0
1
 
3
0108
3 (4/22/97)
5
3
1
3
0
1
 
3
0109
3 (4/22/97)
6
3
1
3
0
1
 
3
0110
3 (4/22/97)
4
3
1
3
0
1
 
3
0111
3 (4/22/97)
4
2
1
3
0
1
 
3
0112 3 (4/22/97)
5
3
1
3
0
1
 
3

This project has 1 year of traffic data available.

AWS  equipment has been installed on this project, but there are no AWS data in the IMS.  This project is linked to the SPS-2 project for which data do exist in the IMS.  The project has 17 years of data from the NOAA database.

Table 66. Summary of available materials testing data on the Nevada SPS-1.

Nevada SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
6
100.0
Hydrometer Analysis
6
6
100.0
Atterberg Limits
6
6
100.0
Moisture-Density Relations
6
6
100.0
Resilient Modulus
6
5
100.0
Natural Moisture Content
6
6
100.0
Permability
6
6
100.0
Unbound Base:
Seive Analysis
3
3
100.0
Atterberg Limits
3
3
100.0
Moisture-Density Relations
3
3
100.0
Resilient Modulus
3
0
0.0
Permeability
3
3
100.0
Natural Moisture Content
3
3
100.0
Permeable Asphalt Treated Base:
Asphalt Content
3
4
100.0
Aggregate Gradation
3
4
100.0
Asphalt Treated Base:
Core Examination
34
19
100.0
Bult Specific Gravity
34
1
100.0
Maximum Specific Gravity
3
0
0.0
Asphalt Content
3
4
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
3
6
100.0
Aggregate Gradiation
3
3
100.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
3
100.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
3
100.0
Asphalt Surface:
Core Examination
60
60
100.0
Bulk Specific Gravity
60
32
100.0
Maximum Specific Gravity
3
0
0.0
Ashpalt Content
3
2
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
4
100.0
Aggregate Gradation
3
2
100.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
7
100.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
8
100.0

 

NEW  MEXICO

The New Mexico project was built on U.S. 25 north of Las Cruces, NM, in 1995.  U.S. 25 is a four-lane divided highway with an estimated 18 percent trucks.(26)  It was estimated that this project would annually receive 393,000 ESALs.  The project was constructed with AC shoulders.

The project was planned for the dry-no freeze environmental zone with a fine-grained subgrade and would fill column V of the experiment factorial.  This project has an average annual freeze index of 5 °C-days. On average, 290 mm of rain falls each year on the project.  The subgrade samples were classified as fat clay, fat clay with sand, sandy fat clay, or clayey sand. One of the six subgrade samples was coarse-grained material.

This project includes Sections 350101 through 350112 in the experiment design.  The State opted not to build any supplemental sections on this project.  Table 67 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.

Construction Difficulties

Some problems with paving occurred during the placement of the ATB. One truckload of mix was tender. In addition, the air voids were 2 to 3 percent higher than allowed for the ATB.  The batch plant broke down and paving was delayed. Once the batch plant was brought back on-line, the air void difficulties in the ATB were corrected.  No other difficulties were noted during construction.

Project Deviations

All sections except two (350102 and 350108) had at least one layer with the average thickness deviating from the design thickness by more than 6 mm.  Based on the elevation surveys, all of the layers on all of the sections deviate somewhere within each section from the design thickness by more than 6 mm.

The design of the ATB mix did not meet the minimum requirements set by the construction guidelines.  This material should have a flow between 3 and 7.6 mm and a stability of at least 10 kN.  The design of the ATB mix for this project had a flow of 1.8 mm and a stability of 9.5 kN.

Samples of the HMA mix indicated that the aggregate in the surface mix had more material passing the No. 4 sieve than allowed.  The testing data recorded over 50 percent of the aggregate from the surface passing the No. 4 sieve.  The construction guidelines indicate that no more than 40 percent should pass the No. 4 sieve.

Table 67. Summary of key project monitoring data for the New Mexico SPS-1.

New Mexico SPS-1 Project Key Information Summary
Age as of Aug. 1999:
3.7  
Construction Date:
11/1/95
Subgrade type:
Fine Grained  
Climatic Zone:
Dry - No Freeze
Subgrade Treatment:
None  
Automated Weather Station:
1075 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
None
Construction Problems
Plant breakdown.  
Weighing-In-Motion:
None

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0101
178
168
203
218
DGAB
No
86
33
100
0102
102
107
305
310
DGAB
No
86
33
100
0103
102
119
203
183
ATB
No
86
90
100
0104
178
191
305
282
ATB
No
86
90
100
0105
102
135
203
196
ATB/DGAB
No
86
90/33
100
0106
178
178
305
277
ATB/DGAB
No
86
90/33
100
0107
102
135
203
203
PATB/DGAB
Yes
86
33/33
100
0108
178
183
305
310
PATB/DGAB
Yes
86
33/33
100
0109
178
188
407
417
PATB/DGAB
Yes
86
33/33
100
0110
178
185
203
211
ATB/PATB
Yes
86
90/33
100
0111
102
109
305
287
ATB/PATB
Yes
86
90/33
100
0112
102
112
407
376
ATB/PATB Yes
86
90/33
100

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0101
1 (3/11/97)
1
2
0
2
0
0
 
3
0102
1 (3/11/97)
1
2
0
2
0
0
 
3
0103
1 (3/11/97)
1
2
0
2
0
0
 
3
0104
1 (3/11/97)
1
2
0
2
0
0
 
3
0105
1 (3/11/97)
1
2
0
2
0
0
 
3
0106
1 (3/11/97)
1
2
0
2
0
0
 
3
0107
1 (3/11/97)
1
2
0
2
0
0
 
3
0108
1 (3/11/97)
1
2
0
2
0
0
 
3
0109
1 (3/11/97)
1
2
0
2
0
0
 
3
0110
1 (3/11/97)
1
2
0
2
0
0
 
3
0111
1 (3/11/97)
1
2
0
2
0
0
 
3
0112 1 (3/11/97)
1
2
0
2
0
0
 
3

Data Completeness

Table 68 provides a summary of the materials testing data available for this project.  The materials testing on this project is essentially complete.  Testing is still required on the DGAB.  This testing includes the sieve analysis, Atterberg limits, moisture-density relations, and resilient modulus.

The frequency requirements for the long-term monitoring have been met for all of the data collection types.  The initial monitoring requirements were not met for any of the types of monitoring data that are collected.

This project does not have any available traffic data.

Approximately 1,075 days of AWS data are available for this project. It should have 1,307 days.  This project also has 17 years of data from the NOAA database.

Table 68. Summary of available materials testing data on the New Mexico SPS-1.

New Mexico SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
6
100.0
Hydrometer Analysis
6
6
100.0
Atterberg Limits
6
6
100.0
Moisture-Density Relations
6
6
100.0
Resilient Modulus
6
11
100.0
Natural Moisture Content
6
6
100.0
Permability
3
3
33.3
Unbound Base:
Seive Analysis
3
0
0.0
Atterberg Limits
3
0
0.0
Moisture-Density Relations
3
0
0.0
Resilient Modulus
3
0
0.0
Permeability
3
3
100.0
Natural Moisture Content
3
3
100.0
Permeable Asphalt Treated Base:
Asphalt Content
3
1
100.0
Aggregate Gradation
3
1
100.0
Asphalt Treated Base:
Core Examination
34
35
100.0
Bult Specific Gravity
34
20
100.0
Maximum Specific Gravity
3
3
100.0
Asphalt Content
3
5
100.0
Moisture Susceptibility
3
2
100.0
Specific Gravity of Aggregate
6
6
100.0
Aggregate Gradiation
3
5
100.0
NAA Test for Fine Aggregate Particle Shape
3
2
100.0
Penetration of Asphalt Cement
3
3
100.0
Specific Gravity of Asphalt Cement
3
3
100.0
Viscosity of Asphalt Cement
3
3
100.0
Asphalt Surface:
Core Examination
60
82
100.0
Bulk Specific Gravity
60
59
100.0
Maximum Specific Gravity
3
3
100.0
Ashpalt Content
3
3
100.0
Moisture Susceptibility
3
3
100.0
Specific Gravity of Aggregate
6
6
100.0
Aggregate Gradation
3
3
100.0
NAA Test for Fine Aggregate Particle Shape
3
4
100.0
Penetration of Asphalt Cement
6
3
100.0
Specific Gravity of Asphalt Cement
6
3
100.0
Viscosity of Asphalt Cement
6
3
100.0

 

OHIO

The Ohio project was built on U.S. 23 south of Waldo, OH, in 1995.  U.S. 23 is a four-lane divided highway with an estimated 12 percent trucks.(26)  The project was constructed with AC shoulders.

The project was planned for the wet-freeze environmental zone with a fine-grained subgrade and would fill column J of the experiment factorial.  This project has an average annual freeze index of 208 °C-days. On average, 972 mm of rain falls each year on the project.  No information is available as to the actual subgrade classification.

This project includes Sections 390101 through 390112 in the experiment design.  The State opted to build two supplemental sections on this project.  Table 69 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.  This project was opened for two to three weeks and then closed for approximately one year to repair some of the test sections that failed immediately after construction.

Construction Difficulties

A fill material was added on all of the sections.  The typical lift thickness was 305 mm.  Section 390105 was found to have 508 mm of embankment.  The SHA determined that 508 mm was too thick and the embankment was cut down to 102 mm.  The subgrade was resampled at this time.

Project Deviations

The average thickness recorded for the surface on Section 390110 and the ATB on Sections 390111 and 390112 deviate from the design thickness by more than 6 mm.  Based on the elevation data, at least one thickness measurement of each layer on all of the sections indicates a deviation from the design thickness of more than 6 mm.

The lift thickness on the DGAB was much larger than the 152 mm allowed.  These values ranged from 178 mm to 254 mm. 

The gradation of the aggregate in the PATB layer is to have less than 2 percent passing the No. 200 sieve. One of the samples of this material contained 7 percent passing the No. 200 sieve.

The gradation of the aggregate included in the surface mix was to have less than 40 percent passing the No. 4 sieve.  Four samples were obtained from this mix for the purpose of gradation testing.  All four of these samples indicated that the amount of aggregate passing the No. 4 sieve was between 44 and 54 percent.

Table 69. Summary of key project monitoring data for the Ohio SPS-1.

Ohio SPS-1 Project Key Information Summary
Age as of Aug. 1999:
4.6 years  
Construction Date:
1/1/95
Subgrade type:
Fine Grained  
Climatic Zone:
Wet - Freeze
Subgrade Treatment:
None  
Automated Weather Station:
1600 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
None
Construction Problems
Fill material placed  
Weighing-In-Motion:
None

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0101
178
175
203
203
DGAB
No
82
17
9
0102
102
99
305
300
DGAB
No
82
17
9
0103
102
99
203
203
ATB
82
19
9
0104
178
178
305
300
ATB
No
82
19
9
0105
102
102
203
102
ATB/DGAB
No
82
19/17
9
0106
178
173
305
99
ATB/DGAB
No
82
19/17
9
0107
102
197
203
104
PATB/DGAB
Yes
82
100/17
9
0108
178
168
305
203
PATB/DGAB
Yes
82
100/17
9
0109
178
178
407
305
PATB/DGAB
Yes
82
100/17
9
0110
178
185
203
99
ATB/PATB
Yes
82
19/100
9
0111
102
102
305
109
ATB/PATB
Yes
82
19/100
9
0112
102
102
407
102
ATB/PATB Yes
82
19/100
9
0159                  
0160                  

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0101
3 (8/14/96)
4
1
1
2
0
0
 
3
0102
4 (8/14/96)
6
2
1
3
0
0
 
3
0103
3 (8/14/96)
4
3
0
2
0
0
 
3
0104
4 (8/14/96)
4
2
1
2
0
0
 
3
0105
3 (8/14/96)
6
3
1
4
0
0
 
3
0106
4 (8/14/96)
4
3
1
3
0
0
 
3
0107
4 (8/14/96)
3
2
1
3
0
0
 
3
0108
4 (8/14/96)
5
3
1
3
0
0
 
3
0109
4 (8/14/96)
5
3
1
3
0
0
 
3
0110
4 (8/14/96)
5
4
1
3
0
0
 
3
0111
4 (8/14/96)
3
2
1
2
0
0
 
3
0112 4 (8/14/96)
5
1
1
2
0
0
 
3
0159 1 (11/12/98)
4
0
0
0
0
0
 
3
0160 3 (12/27/96)
2
3
1
2
0
0
 
3

Data Completeness

Table 70 contains a summary of the available materials testing data.  The testing is essentially complete for the HMA surface.  The ATB still requires core examinations, bulk specific gravity tests, and moisture susceptibility tests.  The only testing that has been completed on the DGAB is a sieve analysis and the permeability testing.  The permeability testing is the only testing that has been completed on the subgrade.

All of the data collection efforts have met the requirements for long-term monitoring, but did not meet the requirements for initial monitoring.

This project has no traffic data available.

This project should have more than 1,600 days (more than 42 months) of AWS data available.  None of these data were present in the database that was reviewed for this report.  However, this project includes 17 years of data from the NOAA database.

Table 70. Summary of available materials testing data on the Ohio SPS-1.

Ohio SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
0
0.0
Hydrometer Analysis
6
0
0.0
Atterberg Limits
6
0
0.0
Moisture-Density Relations
6
0
0.0
Resilient Modulus
6
0
0.0
Natural Moisture Content
6
0
0.0
Permability
3
2
0.0
Unbound Base:
Seive Analysis
3
1
0.0
Atterberg Limits
3
0
0.0
Moisture-Density Relations
3
0
0.0
Resilient Modulus
3
0
0.0
Permeability
3
2
0.0
Natural Moisture Content
3
0
0.0
Permeable Asphalt Treated Base:
Asphalt Content
3
4
100.0
Aggregate Gradation
3
4
25.0
Asphalt Treated Base:
Core Examination
34
0
0.0
Bult Specific Gravity
34
0
0.0
Maximum Specific Gravity
3
1
100.0
Asphalt Content
3
1
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
2
100.0
Aggregate Gradiation
3
1
0.0
NAA Test for Fine Aggregate Particle Shape
3
1
100.0
Penetration of Asphalt Cement
6
1
0.0
Specific Gravity of Asphalt Cement
6
1
100.0
Viscosity of Asphalt Cement
6
1
0.0
Asphalt Surface:
Core Examination
60
42
85.7
Bulk Specific Gravity
60
18
94.4
Maximum Specific Gravity
3
4
100.0
Ashpalt Content
3
4
100.0
Moisture Susceptibility
3
4
0.0
Specific Gravity of Aggregate
6
8
85.7
Aggregate Gradation
3
4
0.0
NAA Test for Fine Aggregate Particle Shape
3
4
100.0
Penetration of Asphalt Cement
6
4
75.0
Specific Gravity of Asphalt Cement
6
4
100.0
Viscosity of Asphalt Cement
6
4
0.0

 

OKLAHOMA

The Oklahoma project was built on U.S. 62 west of Lawton, OK, in 1997.  U.S. 62 is a four-lane divided highway with an estimated 13 percent trucks.(27)  This project receives over 280,000 ESALs per year.  The project was constructed with AC shoulders.

The project was planned for the dry-no freeze environmental zone with a fine-grained subgrade and would fill column W of the experiment factorial.  This project has an average annual freeze index of 90 °C-days. On average, 869 mm of rain falls each year on the project.  Tube samples from the project all indicated that the subgrade was fine-grained.

This project includes Sections 400113 through 400124 in the experiment design.  The State opted to build two supplemental sections on this project.  Table 71 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.

Construction Difficulties

Some of the sections for this project are located on a cut and other sections are located on a fill.  There are no transitions from cut to fill within any of the sections.  The project was constructed on a site for which the earthwork had been performed 10 years earlier.  Most of the settlement for this earthwork had probably occurred prior to construction.

The WIM equipment for this project was located 8 km (5 miles) from the project.  Five potential traffic generators exist between the project and the WIM site.  These include an intersection with a highway leading to a wildlife refuge, exit and entrance ramps for a subdivision, and three at-grade crossings.  None of these was expected to have significant heavy truck volumes.

Project Deviations

All of the sections except Sections 400116 and 400123 had at least one layer whose average thickness deviated from the design thickness by more than 6 mm.  Based on the elevation survey data, all of the layers had at least one thickness measurement that deviated from the design thickness by more than 6 mm.

The ATB was placed in two 152-mm lifts on the two sections that required 305 mm of ATB.  The construction guidelines allowed the first lift to be 152 mm.  The subsequent lifts were not allowed to be more than 102 mm thick.

Samples of the HMA surface mix indicate that the gradation used in that mix had too much aggregate passing the No. 4 sieve.  The guidelines required that no more than 40 percent of the aggregate used pass the No. 4 sieve.  The materials testing of this mix indicates that from 55 to 63 percent is passing the No. 4 sieve.

Table 71. Summary of key project monitoring data for the Oklahoma SPS-1.

Oklahoma SPS-1 Project Key Information Summary
Age as of Aug. 1999:
2.1 years  
Construction Date:
7/1/97
Subgrade type:
Fine Grained  
Climatic Zone:
Wet - No Freeze
Subgrade Treatment:
Lime-Treated  
Automated Weather Station:
400 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
None
Construction Problems
Some sections on cut, some on fill  
Weighing-In-Motion:
None

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0113
178
 
203
 
DGAB
No
78
0
48
0114
102
 
305
 
DGAB
No
78
0
48
0115
102
 
203
 
ATB
No
78
90
48
0116
178
 
305
 
ATB
No
78
90
48
0117
102
 
203
 
ATB/DGAB
No
78
90/0
48
0118
178
 
305
 
ATB/DGAB
No
78
90/0
48
0119
102
 
203
 
PATB/DGAB
Yes
78
100/0
48
0120
178
 
305
 
PATB/DGAB
Yes
78
100/0
48
0121
178
 
407
 
PATB/DGAB
Yes
78
100/0
48
0122
178
 
203
 
ATB/PATB
Yes
78
90/0
48
0123
102
 
305
 
ATB/PATB
Yes
78
90/100
48
0124
102
 
407
  ATB/PATB Yes
78
90/100
48
0160                  

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0113
1 (11/19/97)
2
3
0
0
1
0
 
2
0114
1 (11/19/97)
2
3
0
0
1
0
 
2
0115
1 (11/19/97)
2
3
0
0
1
0
 
2
0116
1 (11/19/97)
2
3
0
0
1
0
 
2
0117
1 (11/19/97)
2
3
0
0
1
0
 
2
0118
1 (11/19/97)
3
3
0
0
1
0
 
2
0119
1 (11/19/97)
2
3
0
0
1
0
 
2
0120
1 (11/19/97)
2
3
0
0
1
0
 
2
0121
1 (11/19/97)
2
3
0
0
1
0
 
2
0122
1 (11/19/97)
2
3
0
0
1
0
 
2
0123
1 (11/19/97)
2
3
0
0
1
0
 
2
0124 1 (11/19/97)
2
3
0
0
1
0
 
2
0160 1 (11/19/97)
2
3
0
0
1
0
 
2

Data Completeness

Table 72 provides a summary of the materials testing data available for this project.  The testing on the asphalt surface, the ATB, and the PATB materials is essentially complete.  No testing has been conducted on the DGAB material.  The subgrade still requires testing to determine the moisture-density relations, the moisture content, and the permeability.

No transverse profile data are available for this project at Level E in the IMS.  However, two sets of transverse profiles have been measured.  The distress data collection has met the requirements for both initial and long-term monitoring frequencies.  The deflection and longitudinal profile data collection have met the requirements for the frequency of long-term and initial monitoring requirements.

No traffic data are currently available for this project.

An AWS was installed at this location.  The IMS contains more than 400 days of available data for this project.  It should have 699 days of data.  This project includes 17 years of data from the NOAA database.

Table 72. Summary of available materials testing data on the Oklahoma SPS-1.

Oklahoma SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
6
100.0
Hydrometer Analysis
6
6
100.0
Atterberg Limits
6
6
100.0
Moisture-Density Relations
6
6
0.0
Resilient Modulus
6
8
100.0
Natural Moisture Content
6
6
0.0
Permability
3
0
0.0
Unbound Base:
Seive Analysis
3
3
100.0
Atterberg Limits
3
3
100.0
Moisture-Density Relations
3
6
100.0
Resilient Modulus
3
0
0.0
Permeability
3
0
0.0
Natural Moisture Content
3
3
100.0
Permeable Asphalt Treated Base:
Asphalt Content
3
3
100.0
Aggregate Gradation
3
3
100.0
Asphalt Treated Base:
Core Examination
34
34
100.0
Bult Specific Gravity
34
3
100.0
Maximum Specific Gravity
3
3
100.0
Asphalt Content
3
3
100.0
Moisture Susceptibility
3
3
100.0
Specific Gravity of Aggregate
6
6
100.0
Aggregate Gradiation
3
3
100.0
NAA Test for Fine Aggregate Particle Shape
3
4
100.0
Penetration of Asphalt Cement
6
4
100.0
Specific Gravity of Asphalt Cement
6
3
100.0
Viscosity of Asphalt Cement
6
4
100.0
Asphalt Surface:
Core Examination
64
57
100.0
Bulk Specific Gravity
64
56
100.0
Maximum Specific Gravity
3
3
100.0
Ashpalt Content
3
3
100.0
Moisture Susceptibility
3
2
100.0
Specific Gravity of Aggregate
6
5
100.0
Aggregate Gradation
3
3
100.0
NAA Test for Fine Aggregate Particle Shape
3
3
100.0
Penetration of Asphalt Cement
6
3
100.0
Specific Gravity of Asphalt Cement
6
3
100.0
Viscosity of Asphalt Cement
6
2
100.0

 

TEXAS

The Texas project was built on U.S. 281 north of McAllen, TX, in 1997.  U.S. 281 is a four-lane divided highway with an estimated 33 percent trucks.(28)  This project only receives about 10,000 ESALs per year.  The project was constructed with AC shoulders.

The project was planned for the dry-no freeze environmental zone with a fine-grained subgrade and would fill column X of the experiment factorial.  However, the subgrade soil was classified as a fine-grained soil.  This project has an average annual freeze index of 1 °C-days. On average, 561 mm of rain falls each year on the project.  No information is available about the classification of the subgrade.

This project includes Sections 480113 through 480124 in the experiment design.  The State opted to build eight supplemental sections on this project.  Table 73 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.

Construction Difficulties

Transverse interceptor drains were not installed on this project.  The project is located on level ground.  The cross-slope of the lanes was considered sufficient to transfer water away from the section.

No deviations were found in the available construction data.

Data Completeness

Table 74 contains a summary of the materials testing data available for this project.  The only testing completed for this project and which has reached Level E is for the subgrade. This material has had a sieve analysis, hydrometer analysis, and testing to determine the Atterberg limits and resilient modulus. Other material tests have been competed, but these data are not at Level E in the IMS.

The frequency requirements for both long-term and initial monitoring were met for the transverse profile, distress, and FWD testing.  The long-term monitoring frequency requirements were met for the longitudinal profile.  The initial monitoring requirements for the longitudinal profile were met, but the initial data are not at Level E.

This project does not have any available traffic data in the IMS even though substantial traffic data have been collected by the agency.

An AWS was installed on this site.  The project currently has 187 days of available data. It should have 790 days of data.  This project also includes 17 years of data from the NOAA database.

Table 73. Summary of key project monitoring data for the Texas SPS-1.

Texas SPS-1 Project Key Information Summary
Age as of Aug. 1999:
2.3 years  
Construction Date:
4/1/97
Subgrade type:
Fine-grained  
Climatic Zone:
Wet - No Freeze
Subgrade Treatment:
None  
Automated Weather Station:
187 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
None
Construction Problems
No transverse interceptor drains  
Weighing-In-Motion:
None

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0113
178
 
203
 
DGAB
No
0
0
57
0114
102
 
305
 
DGAB
No
0
0
57
0115
102
 
203
 
ATB
No
0
0
57
0116
178
 
305
 
ATB
No
0
0
57
0117
102
 
203
 
ATB/DGAB
No
0
0/0
57
0118
178
 
305
 
ATB/DGAB
No
0
0/0
57
0119
102
 
203
 
PATB/DGAB
Yes
0
0/0
57
0120
178
 
305
 
PATB/DGAB
Yes
0
0/0
57
0121
178
 
407
 
PATB/DGAB
Yes
0
0/0
57
0122
178
 
203
 
ATB/PATB
Yes
0
0/0
57
0123
102
 
305
 
ATB/PATB
Yes
0
0/0
57
0124
102
 
407
  ATB/PATB Yes
0
0/0
57
0160
127
 
267
 
*LRA
No
     
0161
127
 
216
 
LRA
No
     
0162
127
 
216
 
Limestone
No
     
0163
127
 
267
 
Limestone
No
     
0164
127
 
267
 
**CCAB
No
     
0165
127
 
216
 
CCAB
No
     
0166
127
 
356
 
Caliche
No
     
0167
127
 
356
 
Caliche
No
     

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0113
2 (9/8/97)
1
3
0
2
0
0
 
2
0114
2 (9/8/97)
1
3
0
3
0
0
 
2
0115
2 (9/8/97)
1
3
0
1
0
0
 
2
0116
2 (9/8/97)
1
3
0
2
0
0
 
2
0117
2 (9/8/97)
1
3
0
1
0
0
 
2
0118
2 (9/8/97)
1
3
0
2
0
0
 
2
0119
2 (9/8/97)
1
3
0
2
0
0
 
2
0120
2 (9/8/97)
1
3
0
2
0
0
 
2
0121
2 (9/8/97)
1
3
0
2
0
0
 
2
0122
2 (9/8/97)
1
3
0
2
0
0
 
2
0123
2 (9/8/97)
1
3
0
2
0
0
 
2
0124 2 (9/8/97)
1
3
0
2
0
0
 
2
0160 2 (9/8/97)
1
3
0
2
0
0
 
2
0161 2 (9/8/97)
1
3
0
2
0
0
 
2
0162 2 (9/8/97)
1
3
0
2
0
0
 
2
0163 2 (9/8/97)
1
3
0
2
0
0
 
2
0164 2 (9/8/97)
1
3
0
2
0
0
 
2
0165 2 (9/8/97)
1
3
0
2
0
0
 
2
0166 2 (9/8/97)
1
3
0
2
0
0
 
2
0167 2 (9/8/97)
1
3
0
2
0
0
 
2

*LRS: Limerock Asphalt
**CCAB: Crushed Concrete Aggregate

Table 74. Summary of available materials testing data on the Texas SPS-1.

Texas SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
10
6
100.0
Hydrometer Analysis
10
6
100.0
Atterberg Limits
10
6
100.0
Moisture-Density Relations
10
6
0.0
Resilient Modulus
10
8
100.0
Natural Moisture Content
10
6
0.0
Permability
7
0
0.0
Unbound Base:
Seive Analysis
7
3
100.0
Atterberg Limits
7
3
100.0
Moisture-Density Relations
7
6
100.0
Resilient Modulus
7
0
0.0
Permeability
7
0
0.0
Natural Moisture Content
7
3
100.0
Permeable Asphalt Treated Base:
Asphalt Content
3
3
100.0
Aggregate Gradation
3
3
100.0
Asphalt Treated Base:
Core Examination
36
34
100.0
Bult Specific Gravity
36
3
100.0
Maximum Specific Gravity
3
3
100.0
Asphalt Content
3
3
100.0
Moisture Susceptibility
3
3
100.0
Specific Gravity of Aggregate
3
6
100.0
Aggregate Gradiation
3
3
100.0
NAA Test for Fine Aggregate Particle Shape
3
4
100.0
Penetration of Asphalt Cement
6
4
100.0
Specific Gravity of Asphalt Cement
6
3
100.0
Viscosity of Asphalt Cement
6
4
100.0
Asphalt Surface:
Core Examination
98
62
51.6
Bulk Specific Gravity
98
61
50.8
Maximum Specific Gravity
6
6
100.0
Ashpalt Content
6
6
100.0
Moisture Susceptibility
6
6
100.0
Specific Gravity of Aggregate
12
12
100.0
Aggregate Gradation
6
6
100.0
NAA Test for Fine Aggregate Particle Shape
6
6
100.0
Penetration of Asphalt Cement
9
9
100.0
Specific Gravity of Asphalt Cement
9
9
100.0
Viscosity of Asphalt Cement
9
9
100.0


VIRGINIA

The Virginia project was built on State Route (S.R.) 265 in Danville, VA, in 1995.  S.R. 265 is a four-lane divided highway.  The project was constructed with AC shoulders.

The project was planned for the wet-freeze environmental zone with a fine-grained subgrade and would fill column K of the experiment factorial.  This project has an average annual freeze index of 38 °C-days. On average, 1,142 mm of rain falls each year on the project.  The subgrade was classified as a silty clay or silt, which is a fine-grained material.

This project includes Sections 510113 through 510124 in the experiment design.  The State opted to build one supplemental section on this project.  Table 75 contains a summary of the data available for this project. It also provides the pavement section design for each section of the project.  

Construction Difficulties

All sections except three (Sections 510113, 510114, and 510122) have at least one layer thickness that deviates from the design by more than 6 mm.  All of the layers on all of the sections have at least one thickness measurement that deviates from the design by more than 6 mm.

No more than 40 percent of the aggregate in the HMA surface is allowed to pass the No. 4 sieve.  The materials testing information indicated that around 70 percent of the aggregate was passing the No. 4 sieve.

Data Completeness

Table 76 contains a summary of the testing data available for this project.  Much of the testing has been completed for this project.  The only testing required for the HMA surface and ATB layers is the fine aggregate particle shape testing.  The unbound base has no results for the moisture-density, resilient modulus, and the permeability tests.  The subgrade still requires results for the permeability and the hydrometer analysis.

Longitudinal profile and FWD did not meet initial monitoring requirements.  Transverse profile and distress did meet initial monitoring requirements.  All met the long-term monitoring requirements.

This project has 1,299 days of AWS data. It should have 1,307 days.

Table 75. Summary of key project monitoring data for the Virginia SPS-1.

Virginia SPS-1 Project Key Information Summary
Age as of Aug. 1999:
3.7 years  
Construction Date:
11/1/95
Subgrade type:
Fine-grained  
Climatic Zone:
Wet - No Freeze
Subgrade Treatment:
Cement Treated  
Automated Weather Station:
1299 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
312 Days
Construction Problems
None  
Weighing-In-Motion:
312 Days

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0113
102
101.6
203
200.66
DGAB
No
43
50
71
0114
178
140
305
302.26
DGAB
No
43
50
71
0115
178
162.56
203
218.44
ATB
No
43
76
71
0116
102
114.3
305
314.96
ATB
No
43
76
71
0117
178
167.64
203
200.66
ATB/DGAB
No
43
76/50
71
0118
102
104.14
305
289.56
ATB/DGAB
No
43
76/50
71
0119
178
162.56
203
210.82
PATB/DGAB
Yes
43
100/50
71
0120
102
104.14
305
307.34
PATB/DGAB
Yes
43
100/50
71
0121
102
93.98
407
426.72
PATB/DGAB
Yes
43
100/50
71
0122
102
99.06
203
198.12
ATB/PATB
Yes
43
76/100
71
0123
178
165.1
305
309.88
ATB/PATB
Yes
43
76/100
71
0124
178
160.02
407
403.86 ATB/PATB Yes
43
76/100
71
0159        
     

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0113
8 (4/14/96)
26
9
0
7
1
1
 
4
0114
8 (4/14/96)
26
8
0
6
1
1
 
4
0115
7 (4/14/96)
2
3
0
2
1
1
 
4
0116
7 (4/14/96)
2
3
0
2
1
1
 
4
0117
7 (4/14/96)
2
3
0
2
1
1
 
4
0118
7 (4/14/96)
2
3
0
2
1
1
 
4
0119
7 (4/14/96)
2
3
0
2
1
1
 
4
0120
7 (4/14/96)
2
3
0
3
1
1
 
4
0121
7 (4/14/96)
2
5
0
2
1
1
 
4
0122
7 (4/14/96)
2
3
0
2
1
1
 
4
0123
7 (4/14/96)
2
3
0
2
1
1
 
4
0124 7 (4/14/96)
2
3
0
2
1
1
 
4
0159 7 (4/14/96)
2
3
0
2
1
1
 
4

Table 76. Summary of available materials testing data on the Virginia SPS-1.

Virginia SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
6
83.3
Hydrometer Analysis
6
6
83.3
Atterberg Limits
6
6
50.0
Moisture-Density Relations
6
6
83.3
Resilient Modulus
6
0
0.0
Natural Moisture Content
6
6
83.3
Permability
3
3
100.0
Unbound Base:
Seive Analysis
3
3
100.0
Atterberg Limits
3
3
0.0
Moisture-Density Relations
3
0
0.0
Resilient Modulus
3
0
0.0
Permeability
3
1
0.0
Natural Moisture Content
3
3
100.0
Permeable Asphalt Treated Base:
Asphalt Content
3
9
33.3
Aggregate Gradation
3
9
22.2
Asphalt Treated Base:
Core Examination
34
49
63.3
Bult Specific Gravity
34
28

64.3

Maximum Specific Gravity
3
3
100.0
Asphalt Content
3
3
100.0
Moisture Susceptibility
3
3
0.0
Specific Gravity of Aggregate
6
6
66.7
Aggregate Gradiation
3
3
0.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
3
100.0
Specific Gravity of Asphalt Cement
6
3
100.0
Viscosity of Asphalt Cement
6
3
0.0
Asphalt Surface:
Core Examination
60
72
80.6
Bulk Specific Gravity
60
44
70.5
Maximum Specific Gravity
3
1
0.0
Ashpalt Content
3
1
0.0
Moisture Susceptibility
3
1
0.0
Specific Gravity of Aggregate
6
1
0.0
Aggregate Gradation
3
1
0.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
1
0.0
Specific Gravity of Asphalt Cement
6
1
0.0
Viscosity of Asphalt Cement
6
1
0.0

 

WISCONSIN

The Wisconsin project was built on S.R. 29 in 1997.  S.R. 29 is a four-lane divided highway.  The project was constructed with AC shoulders.

The project was planned to fill column M of the experiment factorial.  This column is in the wet-freeze environmental zone with a coarse subgrade.  No data were available to assess whether the environment and subgrade did meet these requirements.

This project includes Sections 550113 through 550124 in the experiment design.  The State opted not to build any supplemental sections on this project.  Table 77 contains a summary of the data available for this project. It also provides the pavement section design for each section of this project.

Construction Difficulties

The construction report was submitted to LTPP after the detailed review.  However, review of that report indicates that no construction difficulties were noted.

Data Completeness

Table 78 provides a summary of the testing data available on this project.  No testing has been completed on any of the materials on any of the layers.  This is a new project and the testing is in process.

The monitoring conducted on the project does not meet the requirements for the initial time limits.  The distress and FWD data collected meet the requirements for the long-term monitoring.

No traffic data, AWS, or climatic data were available for this project at the time of the detailed review.  However, these data are being collected at the site.

Table 77. Summary of key project monitoring data for the Wisconsin SPS-1.

Wisconsin SPS-1 Project Key Information Summary
Age as of Aug. 1999:
1.8 years  
Construction Date:
10/1/97
Subgrade type:
?  
Climatic Zone:
?
Subgrade Treatment:
?  
Automated Weather Station:
None
Climatic data availablity:
17 years  
Automated Vehicle Class:
None
Construction Problems
None  
Weighing-In-Motion:
None

Site key information summary

ID Surface Base   Material Testing
Thickness, mm Thickness, mm     Percent Change
Design Actual Design Actual Type Drainage Surface Base Subgrade
0113
178
 
203
 
DGAB
No
0
0
0
0114
102
 
305
 
DGAB
No
0
0
0
0115
102
 
203
 
ATB
No
0
0
0
0116
178
 
305
 
ATB
No
0
0
0
0117
102
 
203
 
ATB/DGAB
No
0
0/0
0
0118
178
 
305
 
ATB/DGAB
No
0
0/0
0
0119
102
 
203
 
PATB/DGAB
Yes
0
0/0
0
0120
178
 
305
 
PATB/DGAB
Yes
0
0/0
0
0121
178
 
407
 
PATB/DGAB
Yes
0
0/0
0
0122
178
 
203
 
ATB/PATB
Yes
0
0/0
0
0123
102
 
305
 
ATB/PATB
Yes
0
0/0
0
0124
102
 
407
  ATB/PATB Yes
0
0/0
0

Key monitoring data availability summary — Number of tests recorded in I MS to date

ID I RI (Date at Initial) FWD Distress Rut Depth Friction Traffic Comments Adequacy Code
Manual PASCO
0113
3 (12/1/97)
1
1
0
1
0
0
 
0
0114
3 (12/1/97)
1
1
0
1
0
0
 
0
0115
3 (12/1/97)
1
1
0
1
0
0
 
0
0116
3 (12/1/97)
1
1
0
1
0
0
 
0
0117
3 (12/1/97)
1
1
0
1
0
0
 
0
0118
3 (12/1/97)
1
1
0
1
0
0
 
0
0119
3 (12/1/97)
1
1
0
1
0
0
 
0
0120
3 (12/1/97)
1
1
0
1
0
0
 
0
0121
3 (12/1/97)
1
1
0
1
0
0
 
0
0122
3 (12/1/97)
1
1
0
1
0
0
 
0
0123
3 (12/1/97)
1
1
0
1
0
0
 
0
0124 3 (12/1/97)
1
1
0
1
0
0
 
0

Table 78. Summary of available materials testing data on the Wisconsin SPS-1.

Wisconsin SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
0
0.0
Hydrometer Analysis
6
0
0.0
Atterberg Limits
6
0
0.0
Moisture-Density Relations
6
0
0.0
Resilient Modulus
6
0
0.0
Natural Moisture Content
6
0
0.0
Permability
3
3
0.0
Unbound Base:
Seive Analysis
3
0
0.0
Atterberg Limits
3
0
0.0
Moisture-Density Relations
3
0
0.0
Resilient Modulus
3
0
0.0
Permeability
3
5
0.0
Natural Moisture Content
3
0
0.0
Permeable Asphalt Treated Base:
Asphalt Content
3
3
100.0
Aggregate Gradation
3
3
2
Asphalt Treated Base:
Core Examination
34
34
100.0
Bult Specific Gravity
34
34

100.0

Maximum Specific Gravity
3
3
100.0
Asphalt Content
3
3
100.0
Moisture Susceptibility
3
3
0.0
Specific Gravity of Aggregate
6
6
50.0
Aggregate Gradiation
3
3
83.3
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
3
0.0
Specific Gravity of Asphalt Cement
6
3
33.3
Viscosity of Asphalt Cement
6
3
0.0
Asphalt Surface:
Core Examination
60
60
0.0
Bulk Specific Gravity
60
60
0.0
Maximum Specific Gravity
3
3
0.0
Ashpalt Content
3
3
0.0
Moisture Susceptibility
3
3
0.0
Specific Gravity of Aggregate
6
6
0.0
Aggregate Gradation
3
3
0.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
6
0.0
Specific Gravity of Asphalt Cement
6
6
0.0
Viscosity of Asphalt Cement
6
6
0.0

 


The Federal Highway Administration (FHWA) is a part of the U.S. Department of Transportation and is headquartered in Washington, D.C., with field offices across the United States. is a major agency of the U.S. Department of Transportation (DOT).
The Federal Highway Administration (FHWA) is a part of the U.S. Department of Transportation and is headquartered in Washington, D.C., with field offices across the United States. is a major agency of the U.S. Department of Transportation (DOT). Provide leadership and technology for the delivery of long life pavements that meet our customers needs and are safe, cost effective, and can be effectively maintained. Federal Highway Administration's (FHWA) R&T Web site portal, which provides access to or information about the Agency’s R&T program, projects, partnerships, publications, and results.
FHWA
United States Department of Transportation - Federal Highway Administration