U.S. Department of Transportation
Federal Highway Administration
1200 New Jersey Avenue, SE
Washington, DC 20590
202-366-4000
Federal Highway Administration Research and Technology
Coordinating, Developing, and Delivering Highway Transportation Innovations
 |
| This report is an archived publication and may contain dated technical, contact, and link information |
|
Publication Number: FHWA-RD-01-166 Date: November 2003 |
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.
No construction difficulties were noted in the IMS. This project does not have a final construction report available.
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.
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.
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.
| 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 |
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.
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.
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.
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 |
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.
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.
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.
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 |
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.
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.
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.
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 |
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.
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.
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 |
|
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 |
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.
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.
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 |
|
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.
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.
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 |
|
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 |
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.
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.
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 |
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.
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.
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 |
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.
The construction report was submitted to LTPP after the detailed review. However, review of that report indicates that no construction difficulties were noted.
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 |
