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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

Appendix A includes an overview and summary of each SPS-1 project relative to the experiment plan.  Each overview includes a general description of the project’s location and specific values for the key factors of the experiment factorial (table 1).  Any deviations from the initial project nomination and any difficulties reported during construction are identified and briefly discussed.   In addition, a summary of the materials data that are available is provided herein.  As stated in chapter 2, the number of tests required for each project varies with the number of supplemental sections built within each project.

A summary of the data completeness for each project is presented in tabular format for the construction and the monitoring data elements. Data completeness and any project deviations are used in determining an adequacy code that is assigned to each project.  This code represents a numerical scale from 0 to 5 and provides an overall rating of the project in regards to fulfillment of the original experimental objectives and expectations.  A definition of this numerical scale is given below.

0     =   The project will be unable to meet the experimental objectives and expectations or the project has been recently constructed and has only limited data at this time.
1     =   The project has major limitations in the data.  There are significant data deficiencies/missing data that will have a significant detrimental impact on meeting the experimental objectives and expectations.
2     =   The project has missing data that will have an impact on the reliability of the results for achieving the experimental objectives and expectations.
3     =   The project has some missing data and deficiencies.  However, assumptions combined with the existing data can be used to meet the experimental objectives and expectations.
4     =   The project has minor limitations, missing data, or data deficiencies that will have little impact on meeting the experimental objectives and expectations.
5     =   The project has adequate data to meet the experimental objectives and expectations.

ALABAMA

The Alabama project was built on U.S. 280 east of Opelika, AL, in 1992.  U.S. 280 is a four-lane road with an estimated 16 percent trucks.(17)  It was estimated that this project would  receive 237,000 ESALs annually.  The project was constructed with AC shoulders.

The project was planned for the wet-no-freeze environmental zone with a fine-grained subgrade and would fill column N of the experiment factorial (refer to table 1).  The subgrade found on the project varied from lean clay with sand to sandy silt.  All samples showed that the subgrade fell into the fine-grained category.  The project site receives 1,340 mm of rainfall each year on average and has an annual freeze index of 9 °C-days, which is considered to be a wet-no-freeze climate.

This project includes sections 010101 through 010112 in the experiment design and also includes three supplemental sections.  Table 43 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

During construction, a mechanical problem was encountered with the track paver used to place the HMA material.  The paver was repaired and the paving operations were restarted.  Just after paving operations began again, rain began to fall.  The rain delay caused some of the material to be laid at temperatures below the optimum compaction range. 

Several days later, further mechanical problems were encountered with the paver.  At this point, the track paver had to be abandoned.  A construction joint was placed in section 010111 and paving operations were continued using a rubber-tired paver.  Although great care was taken when paving on top of the PATB layer, some deformation was noticed on the layer when temperatures reached 29 °C. In addition, some heavy vehicle traffic was noted on top of the PATB layer prior to the placement of the ATB layer.  The contractor was notified of the problem and construction traffic was limited from that time forward until the PATB layer was protected adequately.  No other problems were noted during construction of the project.

Project Deviations

This project was not recorded as having any significant deviations.  Appendix B contains a set of tables that compares the guidelines for construction of an SPS-1 project to actual as-built project information.  Several of the sections deviated from the thickness requirements by more than 6 mm, which is the requirement set by FHWA.  The DGAB contained more material passing the No. 200 sieve than allowed.  The other requirements for which data was present in the IMS indicated that this project did follow the recommended guidelines.

Data Completeness

Table 43 summarizes the monitoring data that were available for this project.  As shown in this table, the longitudinal profile, transverse profile, distress, and FWD data meet the biennial data collection requirements.  The requirements for initial data collection for these elements were met.

Table 44 provides a summary of the testing data available for this project.  While most of the testing has been completed on the subgrade, the remaining layers still require a substantial amount of testing.

This project does not have any traffic data.  This section has neither WIM data nor ESAL estimates from the State.  The ESAL estimates from the State have been used previously to fill in years where WIM data was not collected.

The AWS for this project includes 1,394 days of data although the project has been completed for 2,282 days.  However, the directive requiring the installation of the AWS was not published until September 12, 1994, more than 1 year after the completion of the Alabama SPS-1 project.  This project has a complete set of climatic data from the NOAA database.

Table 43.  Summary of key project monitoring data for the Alabama SPS-1.

Alabama SPS-1 Project Key Information Summary
Age as of Aug. 1999: 6.4 years   Construction Date: 3/1/98
Subgrade type: Fine Grained   Climatic Zone: Wet-No Freeze
Subgrade Treatment: None   Automated Weather Station: 1394 Days
Climatic data availablity: 17 years   Automated Vehicle Class: None
Construction Problems Mechanical problems with paver. Unnecessary construction traffic on PATB layer.   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
 
203
 
DGAB
No
10
40
86
0102
102
 
305
 
DGAB
No
10
40
86
0103
102
 
203
 
ATB
No
10
8
86
0104
178
 
305
 
ATB
No
10
8
86
0105
102
 
203
 
ATB/DGAB
No
10
8/40
86
0106
178
 
305
 
ATB/DGAB
No
10
8/40
86
0107
102
 
203
 
PATB/DGAB
Yes
10
0/40
86
0108
178
 
305
 
PATB/DGAB
Yes
10
0/40
86
0109
178
 
406
 
PATB/DGAB
Yes
10
0/40
86
0110
178
 
203
 
ATB/PATB
Yes
10
8/0
86
0111
102
 
305
 
ATB/PATB
Yes
10
8/0
86
0112
102
 
406
 
ATB/PATB
Yes
10
8/0
86
0161
102
 
305
 
ATB/Soil Aggragate
No
0162
102
 
254
 
ATB
No
0163
102
 
406
 
ATB/PATB/DGAB
Yes

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
11 (10/3/95)
32
8
2
4 2 0 Track Paver 3
0102
12 (8/25/94)
31
8
2
5 2 0 Track Paver 3
0103
3 (1/10/96)
4
3
2
2 2 0 Track Paver 3
0104
5 (1/10/96)
5
3
2
2 2 0 Track Paver 3
0105
3 (1/10/96)
4
3
2
2 2 0 Track Paver 3
0106
4 (8/25/94)
4
3
2
2 2 0 Track Paver 3
0107
4 (8/25/94) 4 3
2
2 2 0 Track Paver 3
0108
5 (8/25/94) 5 3
2
2 2 0 Track Paver 3
0109
3 (1/10/96) 4 3
2
2 2 0 Track Paver 3
0110
4 (1/10/96) 5 3
2
2 2 0 Track Paver 3
0111
3 (1/10/96) 4 3
2
2 2 0 Contstruction Joint 3
0112
4 (8/25/94) 4 3
2
2 2 0 Rubber - Tired Paver 3
0161
3 (1/10/96) 4 3
2
0 2 0 Rubber - Tired Paver 1.5
0162
4 (8/25/94) 4 3
2
0 2 0 Rubber - Tired Paver 1.5
0163
4 (8/11/93)
4
3
2
0 2 0 Rubber - Tired Paver 1.5

 

Table 44. Summary of available materials testing data on the Alabama SPS-1.

Alabama SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
7
7
100.0
Hydrometer Analysis
7
7
100.0
Atterberg Limits
7
7
100.0
Moisture-Density Relations
7
7
100.0
Resilient Modulus
6
7
100.0
Natural Moisture Content
7
7
100.0
Permability
3
0
0.0
Unbound Base:
Seive Analysis
3
3
100.0
Atterberg Limits
3
0
0.0
Moisture-Density Relations
3
3
66.7
Resilient Modulus
3
0
0.0
Permeability
3
0
0.0
Natural Moisture Content
3
1
100.0
Permeable Asphalt Treated Base:
Asphalt Content
3
0
0.0
Aggregate Gradation
3
0
0.0
Asphalt Treated Base:
Core Examination
42
28
64.3
Bult Specific Gravity
42
9
55.6
Maximum Specific Gravity
3
0
0.0
Asphalt Content
3
0
0.0
Moisture Susceptibility
1
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
68
42
76.2
Bulk Specific Gravity
68
33
81.8
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
3
0
0.0
Specific Gravity of Asphalt Cement
3
0
0.0
Viscosity of Asphalt Cement
3
0
0.0

 

ARIZONA

This project was built on U.S. 93 north of Kingman, AZ in 1993.  U.S. 93 is a four-lane road with an estimated 34 percent trucks. It was estimated that this project would receive approximately 3.7 million ESALs over a 20-year design period.

The project was planned for the dry-no freeze environmental zone with a coarse-grained subgrade and would fill column Y of the experiment factorial.  This project has an average annual freeze index of 1 °C-days. On average, 241 mm of rain falls each year on the project.  The subgrade ranged from a clayey sand with gravel to a well-graded gravel with silt and sand.  All samples of the subgrade were coarse-grained materials.

This project includes sections 040113 through 040124 in the experiment design and four State supplemental sections.  Section 040159 was renumbered as 04A901. Table 45 contains a summary of the available data for this project. It also provides the pavement section design for each section of the project.

Construction Difficulties

An inordinate amount of rain fell on the subgrade during preparation and prior to paving.  The subgrade became excessively saturated.  Portions of the fill material began pumping.  However, these areas were replaced prior to paving operations.(18)

Project Deviations

Several sections were built with a thickness outside the 6-mm range allowed by the construction guidelines. In particular, Section 040122 was to be constructed with a base of ATB over PATB.  The data show that this section includes a layer of DGAB.

The DGAB on Sections 040119 and 040122 did not meet the gradation requirements.  The lift thickness used on Sections 040114 and 040121 was larger than that noted in the construction guidelines.  Also, the gradation requirements were not met for the surface HMA mix.

Data Completeness

Table 46 provides information about the materials data available for this project.  The materials testing on this project appears to be essentially complete, with the following exceptions:

On average, the monitoring requirements have been met for the longitudinal profile, FWD, distress, and rut depth monitoring as shown in table 45.  However, the requirements for the initial monitoring were not met.

Traffic data are available for 5 years of monitoring.  For all of the sections within the project, 1,544 days worth of WIM data are available.

This project has approximately 1,480 days of AWS data of the 2,129 days after construction.  However, this project was completed approximately 1 year prior to the requirement for an AWS.  This project has 17 years of data from the NOAA database.

Table 45. Summary of key project monitoring data for the Arizona SPS-1.

Arizona SPS-1 Project Key Information Summary
Age as of Aug. 1999:
6.0 years  
Construction Date:
8/1/93
Subgrade type:
Coarse Grained  
Climatic Zone:
Dry-No Freeze
Subgrade Treatment:
None  
Automated Weather Station:
1480 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
1544 Days
Construction Problems
Rain delays during subgrade prep  
Weighing-In-Motion:
1588 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
114
203
191
DGAB
No
73
50
76
0114
178
173
305
305
DGAB
No
73
50
76
0115
178
168
203
216
ATB
No
73
73
76
0116
102
104
305
307
ATB
No
73
73
76
0117
178
193
203
213
ATB/DGAB
No
73
73/50
76
0118
102
102
305
300
ATB/DGAB
No
73
73/50
76
0119
178
160
203
221
PATB/DGAB
Yes
73
73/50
76
0120
102
102
305
302
PATB/DGAB
Yes
73
100/50
76
0121
102
104
407
406
PATB/DGAB
Yes
73
100/50
76
0122
102
107
203
358
ATB/PATB/DGAB
Yes
73
73/100/50
76
0123
178
173
305
297
ATB/PATB
Yes
73
73/100
76
0124
178
170
407
401
ATB/PATB
Yes
73
73/100
76
0160                  
0161
                 
0162
                 
0163
                 

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
12 (1/27/94)
31
13
1
12
0
4
 
5
0114
12 (1/27/94)
28
13
1
11
0
5
 
5
0115
5 (1/27/94)
6
3
1
4
0
5
 
5
0116
5 (1/27/94)
6
3
1
3
0
5
 
5
0117
5 (1/27/94)
6
3
1
3
0
5
 
5
0118
5 (1/27/94)
7
3
1
3
0
5
 
5
0119
5 (1/27/94)
6
3
1
4
0
5
 
5
0120
5 (1/27/94)
6
3
1
3
0
5
 
5
0121
5 (1/27/94)
6
3
1
3
0
5
 
5
0122
5 (1/27/94)
6
3
1
3
0
5
 
5
0123
5 (1/27/94)
6
3
1
3
0
5
 
5
0124
5 (1/27/94)
6
3
1
3
0
5
 
5
0160 5 (1/27/94)
7
0
0
1
0
5
 
2
0161
5 (1/27/94)
4
3
1
3
0
5
 
2
0162
5 (1/27/94)
4
3
1
3
0
5
 
2
0163
5 (1/27/94)
4
3
1
3
0
5
 
2

Table 46. Summary of available materials data on the Arizona SPS-1.

Arizona SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
6
16
75.0
Hydrometer Analysis
6
16
75.0
Atterberg Limits
6
16
75.0
Moisture-Density Relations
6
16
75.0
Resilient Modulus
6
2
100.0
Natural Moisture Content
6
16
75.0
Permability
3
0
0.0
Unbound Base:
Seive Analysis
3
5
60.0
Atterberg Limits
3
5
60.0
Moisture-Density Relations
3
5
60.0
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
3
10.0
Aggregate Gradation
3
3
10.0
Asphalt Treated Base:
Core Examination
34
40
100.00
Bult Specific Gravity
34
34
100.00
Maximum Specific Gravity
3
4
100.0
Asphalt Content
3
4
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
8
100.0
Aggregate Gradiation
3
4
100.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
4
100.0
Specific Gravity of Asphalt Cement
6
4
100.0
Viscosity of Asphalt Cement
6
4
100.0
Asphalt Surface:
Core Examination
60
90
86.7
Bulk Specific Gravity
60
72
83.3
Maximum Specific Gravity
3
4
75.0
Ashpalt Content
3
4
75.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
9
77.8
Aggregate Gradation
3
5
80.0
NAA Test for Fine Aggregate Particle Shape
3
0
0.0
Penetration of Asphalt Cement
6
4
75.0
Specific Gravity of Asphalt Cement
6
4
75.0
Viscosity of Asphalt Cement
6
4
75.0

 

ARKANSAS

The Arkansas project was built on U.S. 63 southeast of Jonesboro, AR, in 1992.  U.S. 63 is a four-lane road with an estimated 20 percent trucks.(19)  It was estimated that this project would annually receive 170,000 ESALs.  The project was constructed with AC shoulders.

The project was planned for the wet-no freeze environmental zone with a coarse-grained subgrade and would fill column Q of the experiment factorial.  This project has an average annual freeze index of 47 °C-days.  On average, 1,224 mm of rain falls each year on the project.  The subgrade samples were classified as either poorly graded silt with sand or silty sand.  All samples of the subgrade were coarse-grained materials.

This project includes sections 050113 through 050124 in the experiment design.  The State did not build any supplemental sections at this site.  Table 47 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

During placement of the edge drains, the contractor discovered that there was insufficient fabric available to overlap on to the pavement as specified.  The edge drain was removed and replaced in accordance with the specifications.

Rain also caused delays during construction.   It was noted in the construction report, however, that the surfaces were allowed to dry prior to resuming construction in each case.

Project Deviations

Several sections did not meet the maximum 6-mm variation from the specified thickness. In particular, the average thickness of the DGAB on Section 010114 was less than half of the required thickness.  A review of the minimum and maximum thicknesses from the rod and level surveys illustrates that none of the sections met the required thicknesses.

A further review of the construction data shows that the surface HMA mix did not meet the mix design requirements.   The mix design was to meet a minimum stability of 8 kN with a flow between 2 mm and 4 mm.  The surface mix on this project had a stability of 7.9 kN and a flow of 1.8 mm.

Data Completeness

Table 48 provides a review of the availability of materials testing data on this project.  Very little of the testing has been completed for this project.  The only subgrade testing that has not been completed is the resilient modulus and permeability testing. Other than these, the only testing that has been completed are the core examinations on the ATB and HMA surface layers.

Table 47. Summary of key project monitoring data for the Arkansas SPS-1.

Arkansas SPS-1 Project Key Information Summary
Age as of Aug. 1999:
5.7 years  
Construction Date:
12/1/93
Subgrade type:
Coarse Grained  
Climatic Zone:
Wet-No Freeze
Subgrade Treatment:
None  
Automated Weather Station:
1100 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
89 Days
Construction Problems
Rain delays. Problems with placement of filter fabric  
Weighing-In-Motion:
89 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
 
203
 
DGAB
No
9
0
62
0114
178
 
305
 
DGAB
No
9
0
62
0115
178
 
203
 
ATB
No
9
9
62
0116
102
 
305
 
ATB
No
9
9
62
0117
178
 
203
 
ATB/DGAB
No
9
9/0
62
0118
102
 
305
 
ATB/DGAB
No
9
9/0
62
0119
178
 
203
 
PATB/DGAB
Yes
9
0/0
62
0120
102
 
305
 
PATB/DGAB
Yes
9
0/0
62
0121
102
 
407
 
PATB/DGAB
Yes
9
0/0
62
0122
102
 
203
 
ATB/PATB
Yes
9
9/0
62
0123
178
 
305
 
ATB/PATB
Yes
9
9/0
62
0124
178
 
407
 
ATB/PATB
Yes
9
9/0
62

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 (7/7/95)
5
1
1
1
0
1
 
1
0114
2 (7/7/95)
5
1
1
1
0
1
 
1
0115
2 (7/7/95)
4
1
1
1
0
1
 
1
0116
2 (7/7/95)
4
1
1
1
0
1
 
1
0117
2 (7/7/95)
5
1
1
1
0
1
 
1
0118
2 (7/7/95)
5
1
1
1
0
1
 
1
0119
2 (7/6/95)
5
1
1
1
0
1
 
1
0120
2 (7/6/95)
5
1
1
1
0
1
 
1
0121
1 (7/6/95)
5
1
1
1
0
1
 
1
0122
2 (7/6/95)
4
1
1
1
0
1
 
1
0123
2 (7/6/95)
4
1
1
1
0
1
 
1
0124
2 (7/6/95)
4
1
1
1
0
1
 
1

The longitudinal profile, FWD testing, and distress surveys all met the requirements for long- term monitoring.  However, the transverse profile measurements have not met this requirement. In addition, none of the monitoring was conducted within the time requirements for the initial site visit.

Traffic data are available for 1 year on this project.  These data include 89 days of continuous WIM measurements.

This project includes more than 1,100 days of AWS data of the 2,007 days after construction.  This project was completed prior to the directive requiring the installation of an AWS.  This project also has 17 years of climatic data from the NOAA database.

Table 48. Summary of available materials testing data on the Arkansas SPS-1.

Arkansas 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
0
0.0
Natural Moisture Content
6
23
100.0
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
33
100.00
Bult Specific Gravity
34
0
0.00
Maximum Specific Gravity
3
0
0.0
Asphalt Content
3
0
0.0
Moisture Susceptibility
1
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
59
100.0
Bulk Specific Gravity
60
0
0.0
Maximum Specific Gravity
3
0
0.0
Ashpalt Content
3
0
0.0
Moisture Susceptibility
1
0
0.0
Specific Gravity of Aggregate
6
0
0.0
Aggregate Gradation
5
0
0.0
NAA Test for Fine Aggregate Particle Shape
5
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

 

DELAWARE

The Delaware project was built on U.S. 113 close to Ellendale, DE, in 1995.  U.S. 113 is a four-lane road with an estimated 10 percent trucks.(20)  It was estimated that this project would annually receive 203,200 ESALs.  The project was constructed with AC shoulders.

The project was planned for the wet-freeze environmental zone with a coarse-grained subgrade and would fill column L of the experiment factorial.  This project has an average annual freeze index of 58 °C-days. On average, 1,145 mm of rain falls each year on the project.  The subgrade samples were classified as poorly graded sand.  All samples of the subgrade were coarse-grained materials.

This project includes Sections 011001 through 011012 in the experiment design and two supplemental sections.  Table 49 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 shoulder probes were unable to be completed at the required depth of 6 m due to a high water table. In addition, some of the Shelby tubes were unable to collect samples of the subgrade soils for no obvious reason.  The ditches on the sides of the project were shallow, which prevented the outlets for the edge drains from being placed at the recommended 76-m spacing.

Project Deviations

The average thickness of at least one layer on all of the sections, except Sections 011001 and 011002, deviated from the design thickness by more than 6 mm.  The maximum and minimum for every layer for every section deviated from the design thickness by more than the allowable 6 mm.

The gradation of the aggregate in the HMA surface mix did not meet the required less than 40 percent passing the No. 4 sieve.  The other requirements listed were generally followed.

Data Completeness

Table 50 contains a summary of the materials testing data available for this project.  The materials testing on this project is partially complete.  The only test results available for the subgrade are the resilient modulus tests.  The base layer only has permeability testing completed.  The only tests remaining for the HMA layers are the moisture susceptibility and the maximum theoretical specific gravity.

Table 49.  Summary of key project monitoring data for the Delaware SPS-1.

Delaware SPS-1 Project Key Information Summary
Age as of Aug. 1999:
3.2 years  
Construction Date:
5/1/96
Subgrade type:
Coarse Grained  
Climatic Zone:
Wet - Freeze
Subgrade Treatment:
None  
Automated Weather Station:
1200 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
None
Construction Problems
High water table  
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
180
203
206
DGAB
No
75
12
14
0102
102
104
305
300
DGAB
No
75
12
14
0103
102
122
203
203
ATB
No
75
25
14
0104
178
170
305
305
ATB
No
75
25
14
0105
102
112
203
198
ATB/DGAB
No
75
25/12
14
0106
178
170
305
315
ATB/DGAB
No
75
25/12
14
0107
102
122
203
196
PATB/DGAB
Yes
75
67/12
14
0108
178
178
305
279
PATB/DGAB
Yes
75
67/12
14
0109
178
185
407
414
PATB/DGAB
Yes
75
67/12
14
0110
178
183
203
196
ATB/PATB
Yes
75
25/67
14
0111
102
94
305
320
ATB/PATB
Yes
75
25/67
14
0112
102
114
407
399 ATB/PATB Yes
75
25/67
14
0159
152
 
356
  ATB/DGAB No
---
---
---
0160
152
 
305
 
ATB/CASB
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
0101
7 (12/5/96)
1
3
0
2
0
0
 
3
0102
9 (12/5/96)
18
7
0
2
0
0
 
3
0103
7 (12/5/96)
1
3
0
2
0
0
 
3
0104
7 (12/5/96)
1
3
0
2
0
0
 
3
0105
7 (12/5/96)
2
4
0
2
0
0
 
3
0106
7 (12/5/96)
1
3
0
2
0
0
 
3
0107
7 (12/5/96)
1
3
0
2
0
0
 
3
0108
7 (12/5/96)
1
3
0
2
0
0
 
3
0109
7 (12/5/96)
1
3
0
2
0
0
 
3
0110
7 (12/5/96)
1
3
0
2
0
0
 
3
0111
7 (12/5/96)
1
3
0
2
0
0
 
3
0112
7 (12/5/96)
1
3
0
2
0
0
 
3
0159 7 (12/5/96)
1
3
0
2
0
0
 
1
0160 7 (12/5/96)
1
3
0
2
0
0
 
1

On average, the data collected for longitudinal profile, FWD, distress, and transverse profile follow the long-term frequency requirements.  The distress and transverse profiles meet the time requirements for the initial monitoring.  The first round longitudinal profile and FWD testing were not completed within the requirements for the initial monitoring.

No traffic data has been collected for this project.

This project has almost 1,200 days of AWS data.  However, the project has been opened for only 1,125 days.  The project includes more data from the AWS than is required.  It also includes 17 years of data from the NOAA database.

Table 50.  Summary of available materials testing data on the Delaware SPS-1.

Delaware SPS-1 Materials Testing Summary
Test Minimum No. per Layer Number Conducted Percent at Level E
Subgrade:
Sieve Analysis
7
7
0.0
Hydrometer Analysis
7
7
0.0
Atterberg Limits
7
7
0.0
Moisture-Density Relations
7
7
0.0
Resilient Modulus
7
6
87.5
Natural Moisture Content
7
7
0.0
Permability
3
0
0.0
Unbound Base:
Seive Analysis
3
0
0.0
Atterberg Limits
3
2
0.0
Moisture-Density Relations
3
2
0.0
Resilient Modulus
3
0
0.0
Permeability
3
2
50.0
Natural Moisture Content
3
2
0.0
Permeable Asphalt Treated Base:
Asphalt Content
3
2
100.0
Aggregate Gradation
3
2
0.0
Asphalt Treated Base:
Core Examination
36
9
55.6
Bult Specific Gravity
36
7
42.9
Maximum Specific Gravity
3
1
100.00
Asphalt Content
3
2
100.00
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
2
100.0
Aggregate Gradiation
3
2
50.0
NAA Test for Fine Aggregate Particle Shape
3
1
100.0
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
68
21
81.0
Bulk Specific Gravity
68
50
86.0
Maximum Specific Gravity
3
0
0.0
Ashpalt Content
3
5
80.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
10
50.0
Aggregate Gradation
3
5
80.0
NAA Test for Fine Aggregate Particle Shape
3
5
80.0
Penetration of Asphalt Cement
6
7
28.6
Specific Gravity of Asphalt Cement
6
7
85.7
Viscosity of Asphalt Cement
6
7
0.0

 

FLORIDA

The Florida project was built on U.S. 27 south of South Bay, FL, in 1995.  U.S. 27 is a four-lane road with an estimated 40 percent trucks.(21)  It was estimated that this project would annually receive 1,463,000 ESALs.  The project was constructed with AC shoulders.

The project was planned for the wet-no freeze environmental zone with a coarse-grained subgrade and would fill column P of the experiment factorial.  This project has an average annual freeze index of 0 °C-days. On average, 1,325 mm of rain falls each year on the project.  The subgrade samples were classified as either poorly graded sand with silt and gravel or silty sand with gravel.  All samples of the subgrade were coarse-grained materials.

This project includes Sections 120101 through 120112 in the experiment design and one supplemental test section.  Table 51 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

Rain caused delays in construction throughout the project.  The DGAB had to be reworked multiple times to reach the density requirements.  No other construction difficulties were encountered.

Project Deviations

Sections 120106, 120108, 120109, 120110, 120111, and 120112 each had one layer that on average varied from the design thickness by more than 6 mm.  For all of the sections, the maximum and minimum thicknesses recorded by the rod and level surveys deviated from the design requirements by more than 6 mm.

The HMA surface and binder mix did not meet the 40 percent maximum passing the No. 4 sieve.  The samples of these mixes taken all contained approximately 60 percent passing the No. 4 sieve.  No other deviations from the construction requirements were identified.

Data Completeness

Table 52 contains a summary of the materials data that are available for this project.  Most of the required testing has been completed for this project.  The permeability tests have not been completed on the subgrade and base samples.  The resilient modulus has been completed on the subgrade, but not for the base layer. In addition, the fine aggregate particle shape tests are still required for the HMA base and surface layers.

On average, the longitudinal profile, distress surveys, and FWD testing have been collected in accordance with the long-term monitoring requirements.  However, no transverse profile data were available. In addition, the data collection efforts did not meet the requirements for initial monitoring. 

Table 51. Summary of key project monitoring data for the Florida SPS-1.

Florida SPS-1 Project Key Information Summary
Age as of Aug. 1999:
3.7 years  
Construction Date:
11/1/95
Subgrade type:
Coarse Grained  
Climatic Zone:
Wet - No Freeze
Subgrade Treatment:
None  
Automated Weather Station:
800 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
220 Days
Construction Problems
Weather Delays  
Weighing-In-Motion:
342 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
173
203
206
DGAB
No
86
45
86
0102
102
99
305
307
DGAB
No
86
45
86
0103
102
104
203
203
ATB
No
86
72
86
0104
178
173
305
305
ATB
No
86
72
86
0105
102
99
203
203
ATB/DGAB
No
86
72/45
86
0106
178
183
305
312
ATB/DGAB
No
86
72/45
86
0107
102
99
203
208
PATB/DGAB
Yes
86
33/45
86
0108
178
163
305
302
PATB/DGAB
Yes
86
33/45
86
0109
178
180
407
401
PATB/DGAB
Yes
86
33/45
86
0110
178
185
203
208
ATB/PATB
Yes
86
72/33
86
0111
102
99
305
312
ATB/PATB
Yes
86
72/33
86
0112
102
99
407
411 ATB/PATB Yes
86
72/33
86
0160
102
 
305
 
ATB/CASB
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
0101
1 (1/27/97)
1
1
0
0
0
2
 
2
0102
4 (1/27/97)
1
1
0
0
0
2
 
2
0103
1 (1/27/97)
1
1
0
0
0
2
 
2
0104
1 (1/27/97)
1
1
0
0
0
2
 
2
0105
4 (1/27/97)
1
1
0
0
0
2
 
2
0106
1 (1/27/97)
1
1
0
0
0
2
 
2
0107
1 (1/27/97)
1
1
0
0
0
2
 
2
0108
4 (1/27/97)
1
1
0
0
0
2
 
2
0109
1 (1/27/97)
1
1
0
0
0
2
 
2
0110
4 (1/27/97)
1
1
0
0
0
2
 
2
0111
1 (1/27/97)
1
1
0
0
0
2
 
2
0112
1 (1/27/97)
1
1
0
0
0
2
 
2
0160 1 (1/27/97)
1
1
0
0
0
2
 
2

This project includes 2 years of almost continuous WIM data.

More than 800 days of data from an AWS have been collected.  For continuous data collection, the project should have 1,307 days of data. In addition to the AWS data, this project has 17 years of available data from the NOAA database.

Table 52. Summary of available materials testing data on the Florida SPS-1.

Florida 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
83.3
Moisture-Density Relations
6
6
83.3
Resilient Modulus
5
6
83.3
Natural Moisture Content
6
22
100.0
Permability
6
0
0.0
Unbound Base:
Seive Analysis
3
2
50.0
Atterberg Limits
3
2
50.0
Moisture-Density Relations
3
2
66.7
Resilient Modulus
3
0
0.0
Permeability
3
0
0.0
Natural Moisture Content
3
2
50.0
Permeable Asphalt Treated Base:
Asphalt Content
3
1
100.0
Aggregate Gradation
3
1
0.0
Asphalt Treated Base:
Core Examination
34
34
100.0
Bult Specific Gravity
34
16
100.0
Maximum Specific Gravity
3
3
100.0
Asphalt Content
3
3
100.0
Moisture Susceptibility
1
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
0
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
Asphalt Surface:
Core Examination
64
62
93.0
Bulk Specific Gravity
64
29
100.0
Maximum Specific Gravity
3
3
100.0
Ashpalt Content
3
3
100.0
Moisture Susceptibility
1
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
0
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

 

IOWA

The Iowa project was built on U.S. 61 near Fort Madison, IA, in 1992.  U.S. 61 is a four-lane road with an estimated 17 percent trucks.(22)  It was estimated that this project would annually receive 130,000 ESALs.   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 (refer to table 1).  However, the project associated with the J column was actually built.  This means that this site factorial cell may not have a companion project.  This project has an average annual freeze index of 235 °C-days. On average, 982 mm of rain falls each year on the project.  The subgrade samples were classified as clay, clay with gravel, clay with sand, lean clay with sand, or silty clay.  All samples of the subgrade were fine-grained materials.

This project includes sections 190101 through 190112 in the experiment design and one supplemental section.  Table 53 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

Rainy weather caused many delays during the construction of the project.  However, the construction report states than an effort was made to ensure that no permanent damage or distortion was caused to any of the layers.  Each layer was scarified, allowed to dry, and recompacted prior to placing the next layer.  The contractor experienced some difficulty in placing the PATB layer. In some areas, the material was placed and compacted at too high a temperature.  The compaction equipment caused the material to "roll out" on the sides. In fact, an extra lift had to be laid at some of these locations to increase the thickness to the design value.

Project Deviations

Sections 190103, 190104, 190105, 190107, 190109, 190110, 190111, and 190112 included at least one layer whose average thickness deviated from design by more than 6 mm.  The construction report notes that Sections 190107 and 190108 were constructed with 19 mm to 25 mm thicker PATB than design.  No rod and level surveys were available for this project in the IMS.

The binder layer incorporated a greater percentage passing the No. 4 sieve than allowed.  The requirements allow a maximum of 40 percent passing the No. 4 sieve.  The samples of the HMA binder layer indicate that between 55 and 60 percent is passing the No. 4 sieve.

Data Completeness

Table 54 provides information of the materials testing data available for this project.  The materials testing on this project is only partially completed.  The subgrade only has resilient modulus data available.  The DGAB only has a sieve analysis and the maximum dry density and optimum moisture content.  The HMA surface layer only has the maximum specific gravity.  The PATB layer testing has been completed, while the ATB layer is almost complete.  The tests still required for the ATB layer include the bulk specific gravity, the maximum specific gravity, and the moisture susceptibility.

The distress and transverse profile surveys have met the requirements for both the initial and long-term monitoring.  The longitudinal profile surveys have met the frequency requirements for the long-term monitoring; however, the initial survey was not performed within the required timeframe.  FWD testing has not met the requirement for the long-term or the initial monitoring.

The project has 4 years of continuous WIM data available.

The project also has 815 days of data collected by an AWS.  For continuous data collection, the project should have 2,190 days of data.  The project was completed in 1992, which was 2 years before the directive concerning the installation of an AWS on SPS-1 projects.  This project also includes 17 years of data from the NOAA database.

Table 53. Summary of key project monitoring data for the Iowa SPS-1.

Iowa SPS-1 Project Key Information Summary
Age as of Aug. 1999:
7 years  
Construction Date:
1992
Subgrade type:
Fine Grained  
Climatic Zone:
Wet - Freeze
Subgrade Treatment:
None  
Automated Weather Station:
815 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
0 Days
Construction Problems
Weather delays and PATB placement difficulties  
Weighing-In-Motion:
108 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
203
203
203
DGAB
No
6
11
14
0102
102
130
305
305
DGAB
No
6
11
14
0103
102
97
203
213
ATB
No
6
56
14
0104
178
178
305
315
ATB
No
6
56
14
0105
102
89
203
221
ATB/DGAB
No
6
56/11
14
0106
178
173
305
331
ATB/DGAB
No
6
56/11
14
0107
102
86
203
209
PATB/DGAB
Yes
6
100/11
14
0108
178
149
305
320
PATB/DGAB
Yes
6
100/11
14
0109
178
191
407
407
PATB/DGAB
Yes
6
100/11
14
0110
178
201
203
193
ATB/PATB
Yes
6
56/100
14
0111
102
112
305
299
ATB/PATB
Yes
6
56/100
14
0112
102
117
407
419 ATB/PATB Yes
6
56/100
14
0159
102
102
229
229
ATB
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
0101
5 (10/15/93)
2
2
2
4
5
3
 
2
0102
6 (10/15/93)
2
1
2
4
5
4
 
2
0103
5 (10/15/93)
3
1
2
4
5
4
 
2
0104
5 (10/15/93)
3
1
2
5
5
4
 
2
0105
5 (10/15/93)
2
1
2
2
5
4
 
2
0106
6 (10/15/93)
3
1
2
3
5
4
 
2
0107
5 (10/15/93)
4
2
2
6
5
4
 
2
0108
6 (10/15/93)
2
1
2
4
5
4
 
2
0109
6 (10/15/93)
1
1
2
4
5
4
 
2
0110
5 (10/15/93)
1
1
2
3
5
4
 
2
0111
5 (10/15/93)
1
1
2
3
5
4
 
2
0112
5 (10/15/93)
1
1
2
3
5
4
 
2
0159 4 (10/15/93)
2
2
1
4
5
4
 
1

 

Table 54. Summary of available materials testing data on the Iowa SPS-1.

Iowa 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
6
100.0
Natural Moisture Content
6
0
0.0
Permability
6
0
0.0
Unbound Base:
Seive Analysis
3
3
100.0
Atterberg Limits
3
2
100.0
Moisture-Density Relations
3
3
100.0
Resilient Modulus
3
0
0.0
Permeability
3
2
100.0
Natural Moisture Content
3
0
0.0
Permeable Asphalt Treated Base:
Asphalt Content
3
6
100.0
Aggregate Gradation
3
6
0.0
Asphalt Treated Base:
Core Examination
34
15
100.0
Bult Specific Gravity
34
0
0.0
Maximum Specific Gravity
3
3
100.0
Asphalt Content
3
3
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
6
100.0
Aggregate Gradiation
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
3
0.0
Asphalt Surface:
Core Examination
60
62
100.0
Bulk Specific Gravity
60
0
0.0
Maximum Specific Gravity
3
7
100.0
Ashpalt Content
3
6
100.0
Moisture Susceptibility
3
0
83.3
Specific Gravity of Aggregate
6
12
83.3
Aggregate Gradation
3
6
83.3
NAA Test for Fine Aggregate Particle Shape
3
6
66.7
Penetration of Asphalt Cement
6
6
100.0
Specific Gravity of Asphalt Cement
6
6
0.0
Viscosity of Asphalt Cement
6
6
0.0

 

KANSAS

The Kansas project was built on U.S. 54.  The construction report was not available for this project.

The project was planned for the dry-freeze environmental zone with a fine-grained subgrade and would fill column R of the experiment factorial.  This project has an average annual freeze index of 136 °C-days. On average, 627 mm of rain falls each year on the project.  The subgrade samples were classified as lean clay, silty clay, sandy lean clay, or silty sand.  Four of the 10 samples of the subgrade were fine-grained materials.

This project includes Section 200101 through 200112 in the experiment design.  The project includes six supplemental sections.  Table 55 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

Excessive moisture in the subbase caused extensive problems throughout the project.  The contractor had difficulty in compacting the material to proper density. In some of the sections, fly ash was added to the material to stabilize it.  Therefore, the sections do not have a uniform homogeneous platform on which they are resting.

Project Deviations

Sections 200104, 200105, and 200110 are the only sections on the project whose average thickness does not deviate from the design thickness by more than 6 mm.  The elevation surveys indicate that the maximum deviations of the thicknesses for each layer are greater than 6 mm on every test section.  No other deviations are noted from the available data.

Data Completeness

Table 56 provides information as to the materials testing data available for this project.  The only testing that has been completed on this project is on the subgrade.  For the subgrade, the only testing that remains is sieve analysis, moisture content, and permeability testing.  All testing remains to be completed for all of the other materials.

The long-term monitoring meets the frequency requirements for the longitudinal profile, the distress, and the transverse profile data collection efforts.  The deflection data collection meets the long-term monitoring frequency requirements for all but three sections (Sections 200109, 200110, and 200112).  The initial monitoring requirements were met for the distress and transverse profile data collection.  However, the deflection and longitudinal profile data collection did not meet the initial requirements.  Six sets of friction data are available for all test sections, but all friction data are not at Level E in the IMS.

Table 55. Summary of key project monitoring data for the Kansas SPS-1.

Kansas SPS-1 Project Key Information Summary
Age as of Aug. 1999:
5.8 years  
Construction Date:
10/1/93
Subgrade type:
Fine Grained  
Climatic Zone:
Wet - Freeze
Subgrade Treatment:
None  
Automated Weather Station:
1000 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
18 Days
Construction Problems
Excessive moisture in subbase, rain delays.  
Weighing-In-Motion:
232 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
193
203
216
DGAB
No
0
0
48
0102
102
102
305
312
DGAB
No
0
0
48
0103
102
91
203
196
ATB
No
0
0
48
0104
178
173
305
307
ATB
No
0
0
48
0105
102
99
203
201
ATB/DGAB
No
0
0/0
48
0106
178
185
305
287
ATB/DGAB
No
0
0/0
48
0107
102
104
203
198
PATB/DGAB
Yes
0
0/0
48
0108
178
193
305
292
PATB/DGAB
Yes
0
0/0
48
0109
178
178
407
394
PATB/DGAB
Yes
0
0/0
48
0110
178
178
203
196
ATB/PATB
Yes
0
0/0
48
0111
102
102
305
307
ATB/PATB
Yes
0
0/0
48
0112
102
127
407
396 ATB/PATB Yes
0
0/0
48
0159
       
       
0160                  
0161                  
0162                  
0163                  
0164                  

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
4 (5/13/94)
5
4
2
9
6
2
 
2
0102
4 (5/13/94)
5
4
2
7
6
2
 
2
0103
6 (5/13/94)
6
4
2
7
0
2
 
2
0104
6 (5/13/94)
7
4
2
8
0
2
 
2
0105
6 (5/13/94)
7
4
2
6
0
2
 
2
0106
6 (5/13/94)
5
4
2
6
0
2
 
2
0107
4 (5/13/94)
5
4
2
8
0
2
 
2
0108
5 (5/13/94)
6
4
2
7
0
2
 
2
0109
6 (5/13/94)
5
4
2
8
0
2
 
2
0110
6 (5/13/94)
5
4
2
6
0
2
 
2
0111
6 (5/13/94)
6
4
2
7
0
2
 
2
0112
6 (5/13/94)
5
4
2
7
0
2
 
2
0159 3 (4/23/96)
4
3
2
4
6
2
 
2
0160 2 (2/13/97)
4
3
2
6
0
2
 
2
0161 3 (2/19/95)
4
3
2
5
0
2
 
2
0162 3 (2/19/95)
5
5
2
5
6
2
 
2
0163 2 (2/19/95)
5
4
1
3
6
2
 
2
0164 2 (2/19/95)
4
4
1
4
6
2
 
2
This project has 2 years of traffic data available.

An AWS was installed at this location.  More than 1,000 days of AWS data have been collected and loaded into the IMS.  This section should have 2,068 days of AWS data.  This project also has 17 years of data from the NOAA database.

Table 56. Summary of available materials testing data on the Kansas SPS-1.

Kansas 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
10
0.0
Atterberg Limits
6
11
9.1
Moisture-Density Relations
6
11
45.5
Resilient Modulus
6
2
100.0
Natural Moisture Content
6
0
0.0
Permability
6
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
100.0
Aggregate Gradation
3
0
0.0
Asphalt Treated Base:
Core Examination
34
0
100.0
Bult Specific Gravity
34
0
0.0
Maximum Specific Gravity
3
0
100.0
Asphalt Content
3
0
100.0
Moisture Susceptibility
3
0
0.0
Specific Gravity of Aggregate
6
0
100.0
Aggregate Gradiation
3
0
100.0
NAA Test for Fine Aggregate Particle Shape
3
0
100.0
Penetration of Asphalt Cement
6
0
100.0
Specific Gravity of Asphalt Cement
6
0
100.0
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
100.0
Ashpalt Content
3
0
100.0
Moisture Susceptibility
3
0
83.3
Specific Gravity of Aggregate
6
0
83.3
Aggregate Gradation
3
0
83.3
NAA Test for Fine Aggregate Particle Shape
3
0
66.7
Penetration of Asphalt Cement
6
0
100.0
Specific Gravity of Asphalt Cement
6
0
0.0
Viscosity of Asphalt Cement
6
0
0.0


LOUISIANA

The Louisiana project was built on U.S. 171 between Moss Bluff and Gillis, LA, in 1997.  U.S. 171 is a four-lane divided highway with an estimated 23 percent trucks.(23)  It was estimated that this project would annually receive 523,920 ESALs.  The project was constructed with AC shoulders.

The project was planned for the wet-no freeze environmental zone with a fine-grained subgrade and would fill column O of the experiment factorial.  This project has an average annual freeze index of 2 °C-days. On average, 1,538 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 220101 through 220112 in the experiment design.  The State opted not to build any supplemental sections on this project.  Table 57 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

Rain delays were encountered during the construction of the project. In addition, the contractor did not leave sufficient width of fabric to meet the overlap requirements for the trench.  The aggregate used in the trenches had not been washed and contained some fines.

Project Deviations

Each of the sections had at least one layer whose average thickness deviated by more than 6 mm from the design thickness.  An examination of the minimum and maximum thickness values for each of the sections indicated that some of these values deviated by a larger amount.

The only other construction deviation noted was the lift thicknesses of the DGAB.  These were to be limited to 152 mm.  However, the DGAB on this project was compacted in one lift on every section.  Hence, some of the DGAB lifts were 305 mm thick.

Select material was also brought in to achieve the final elevation.  This select material could not be compacted above 93 percent, because of the in-place subgrade material.  Therefore, the subgrade was stabilized with 12 percent cement throughout the project.  This enabled the contractor to eventually achieve 95 percent compaction of the select material.


Table 57. Summary of key project monitoring data for the Louisiana SPS-1.

Louisiana 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:
Cement stabilization  
Automated Weather Station:
300 Days
Climatic data availablity:
17 years  
Automated Vehicle Class:
None
Construction Problems
Rain delays, DGAB compacted in one lift  
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
 
203
 
DGAB
No
0
6
71
0114
178
 
305
 
DGAB
No
0
6
71
0115
178
 
203
 
ATB
No
0
0
71
0116
102
 
305
 
ATB
No
0
0
71
0117
178
 
203
 
ATB/DGAB
No
0
0/6
71
0118
102
 
305
 
ATB/DGAB
No
0
0/6
71
0119
178
 
203
 
PATB/DGAB
Yes
0
0/6
71
0120
102
 
305
 
PATB/DGAB
Yes
0
0/6
71
0121
102
 
407
 
PATB/DGAB
Yes
0
0/6
71
0122
102
 
203
 
ATB/PATB
Yes
0
0/0
71
0123
178
 
305
 
ATB/PATB
Yes
0
0/0
71
0124
178
 
407
  ATB/PATB Yes
0
0/0
71

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 (11/1/97)
3
2
0
2
0
0
 
2
0114
1 (11/1/97)
3
2
0
2
0
0
 
2
0115
1 (11/1/97)
2
2
0
2
0
0
 
2
0116
1 (11/1/97)
2
2
0
2
0
0
 
2
0117
1 (11/1/97)
3
2
0
2
0
0
 
2
0118
1 (11/1/97)
3
2
0
2
0
0
 
2
0119
1 (11/1/97)
3
2
0
2
0
0
 
2
0120
1 (11/1/97)
3
2
0
2
0
0
 
2
0121
1 (11/1/97)
2
2
0
2
0
0
 
2
0122
1 (11/1/97)
2
2
0
2
0
0
 
2
0123
1 (11/1/97)
2
2
0
2
0
0
 
2
0124 1 (11/1/97)
2
2
0
2
0
0
 
2

Data Completeness

Table 58 provides information on the materials testing data available for this project.  The only testing on the subgrade that has not been performed is the permeability testing.  The only test on the DGAB that has been performed is the resilient modulus testing.  Testing on the PATB, ATB, and HMAC mixes has not been completed.

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

No traffic data has been collected for this project.

The project has approximately 300 days of data collected by an AWS.  The project should have 699 days of data.  This project also includes 17 years of data from the NOAA database.

Table 58. Summary of available materials testing data on the Louisiana SPS-1.

Louisiana 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
4
100.0
Atterberg Limits
6
4
100.0
Moisture-Density Relations
6
6
100.0
Resilient Modulus
6
6
100.0
Natural Moisture Content
6
4
100.0
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
1
100.0
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
34
100.0
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
60
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 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.
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