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-HRT-01-167 Date: April 2005 |
This chapter summarizes key site information, pavement design factors, and monitoring data availability for each of the SPS-2 projects. For each SPS-2 project, the following are presented:
The SPS-2 projects are presented in the following alphabetical order:
The Arizona SPS-2 project site is located in the eastbound lanes of Interstate 10 (I-10) in southwestern Arizona, approximately 56 km west of Phoenix. I-10 is a rural interstate; in 1992 the AADT was 15,900. The initial annual ESALs was estimated at 1,052,626. The SPS-2 project was constructed as part of the rehabilitation of I-10. The typical pavement design consists of two 3.66-m-wide lanes, an outside shoulder width of 3.05 m, and an inside shoulder width of 1.22 m. The SPS-2 test sections were constructed on a portion of I-10 that is relatively straight and flat.
Bending plate WIM equipment was installed in the fall of 1993. Calibration was completed on January 24, 1994.
Construction of the SPS-2 site started in June 1993 with the removal of the existing pavement. Construction of individual test sections was completed and the area was opened to traffic on October 1, 1993.
All required core sections were constructed. Nine supplemental State test sections were constructed. Table 39 summarizes key project information and data available for all the sections.
Table 39. Arizona SPS-2 project summary.
Project level information and data availability Construction date: 10/01/1993
Climate - DNF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 6 years |
FI: 0°C days, Precip. 232 mm FI: 0°C days, Precip. 199mm |
Yes | |
Traffic | WIM: 6 years | 1,052,625 ESALs/year (>200,00) | Yes |
Subgrade type | Coarse-grained soil for all. | As designed? | Yes |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
3.94 |
Yes |
|
PCC tests available | On average 99% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 201 | 203 | AGG | No | Yes | 4 | 6 | 3 | 1 | 3 | No | ||
0214 | 211 | AGG | No | Yes | 5 | 7 | 3 | 1 | 3 | No | |||
0215* | 287 | 279 | AGG | No | Yes | 12 | 28 | 12 | 1 | 12 | No | ||
0216 | 284 | AGG | No | Yes | 5 | 6 | 2 | 1 | 2 | No | |||
0217 | 206 | 203 | LCB | No | Yes | 5 | 6 | 2 | 1 | 2 | No | ||
0218 | 211 | LCB | No | Yes | 5 | 6 | 2 | 1 | 2 | No | |||
0219 | 274 | 279 | LCB | No | Yes | 5 | 7 | 2 | 1 | 2 | No | ||
0220 | 287 | LCB | No | Yes | 5 | 6 | 3 | 1 | 3 | No | |||
0221 | 208 | 203 | PATB | Yes | Yes | 5 | 6 | 3 | 1 | 3 | No | ||
0222 | 218 | PATB | Yes | Yes | 5 | 6 | 3 | 1 | 3 | No | |||
0223 | 282 | 279 | PATB | Yes | Yes | 5 | 5 | 3 | 1 | 3 | No | ||
0224 | 272 | PATB | Yes | Yes | 5 | 6 | 3 | 1 | 3 | No | |||
Overall- Good, except for 0222 | Overall- Fair, late initial surveys. |
Supplemental Sections - Total 9 sections, 7 PCC and 2 AC | |||||||
---|---|---|---|---|---|---|---|
0260 | 216 mm AC on 102 mm DGAB | 5 | 3 | 0 | 1 | NA | |
0261 | 216 mm AC on 102 mm DGAB | 5 | 5 | 0 | 1 | NA | |
0262 | 203 mm undoweled JPC (3.8 MPa) on DGAB, 4.27 m | 5 | 4 | 3 | 1 | 3 | |
0263 | 203 mm undoweled JPC (3.8 MPa) on DGAB, 4.27 m | 5 | 1 | 3 | 1 | 3 | |
0264 | 279 mm undoweled JPC (3.8 MPa) on DGAB, 3.66 m | 5 | 2 | 3 | 1 | 3 | |
0265 | 279 mm undoweled JPC (3.8 MPa) on DGAB, 3.66 m lane | 5 | 3 | 3 | 1 | 3 | |
0266 | 318 mm doweled JPC (3.8 MPa) on BTB, 4.27 m lane | 5 | 1 | 3 | 1 | 3 | |
0267 | 279 mm doweled JPC (3.8 MPa) on BTB, 4.27 m lane | 5 | 1 | 3 | 1 | 3 | |
0268 | 203 mm doweled JPC (3.8 MPa) on BTB, 4.27 m lane | 5 | 1 | 3 | 1 | 3 | |
Overall - Good, except for 0260, 0261. |
Note: * Indicates seasonal monitoring section(s)
Min. Req'd - Initial survey age less than 1 year and all long-term
monitoring intervals less than 3 years for all monitoring types
Bolded and italic letters represent constructed values
that are either not as designed or outside the
design range. For slab thickness, the design range is set at (design value +/-
12.7 mm)
The following key observations were noted in the project construction report:
Overall, this project site is in excellent shape. The appendices to this report also contain a significant amount of monitoring data. The following summarizes the status of this project:
Data availability-Excellent overall.
The Arizona SPS-2 site does not appear to exhibit significant problems that will cause difficulty in performance analysis.
The Arkansas SPS-2 project site is located in the westbound lanes of I-30 in west central Arkansas, just to the west of the I-70/I-30 interchange. I-30 is classified as a rural interstate; in 1993 the AADT was 18,000, with 45 percent heavy trucks. The estimated initial annual ESALs is 2,069,550. The SPS-2 project was included in the reconstruction of I-30. Of the 12 test sections required for the SPS-2 project, 3 were located in original construction fill areas, 6 were located in original construction cut areas, and 3 sections were at grade. The typical roadway for this project consists of two 3.66-m-wide lanes, an outside asphalt shoulder width of 3.05 m, and an inside shoulder width of 1.22 m.
Construction of the SPS-2 site began in November 1993 with the removal of the existing pavement. Construction of individual test sections was completed on October 1, 1995, and the project site was opened to traffic on November 1, 1995.
All required core sections were constructed, and no supplemental State test sections were constructed at this site. Table 40 summarizes key project information and data available for all the sections.
Table 40. Arkansas SPS-2 project summary.
Project level information and data availability Construction date: 10/01/1995
Climate - DNF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 0 year |
FI: 0°C days, Precip. 232 mm NA |
Yes | |
Traffic | WIM: NA | NA | - |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
3.94 |
Yes |
|
PCC tests available | On average 99% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 188 | 203 | AGG | No | 4.27 | No | 1 | 2 | 1 | 0 | 1 | No | |
0214 | 211 | AGG | No | 3.66 | Yes | 1 | 1 | 1 | 0 | 1 | No | ||
0215* | 284 | 279 | AGG | No | 3.66 | Yes | 1 | 2 | 1 | 0 | 1 | No | |
0216 | 277 | AGG | No | 4.27 | Yes | 1 | 2 | 1 | 0 | 1 | No | ||
0217 | 191 | 203 | LCB | No | 4.27 | Yes | 1 | 2 | 1 | 0 | 1 | No | |
0218 | 188 | LCB | No | 3.66 | No | 1 | 2 | 1 | 0 | 1 | No | ||
0219 | 282 | 279 | LCB | No | 3.66 | Yes | 1 | 1 | 1 | 0 | 1 | No | |
0220 | 272 | LCB | No | 4.27 | Yes | 1 | 2 | 1 | 0 | 1 | No | ||
0221 | 208 | 203 | PATB | Yes | 4.27 | Yes | 1 | 1 | 1 | 0 | 1 | No | |
0222 | 213 | PATB | Yes | 3.66 | Yes | 1 | 1 | 1 | 0 | 1 | No | ||
0223 | 277 | 279 | PATB | Yes | 3.66 | Yes | 1 | 1 | 1 | 0 | 1 | No | |
0224 | 277 | PATB | Yes | 4.27 | Yes | 1 | 1 | 1 | 0 | 1 | No | ||
Overall- Good, except for 0213 and 0218. | Overall- Fair, late initial surveys. |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
Key Observations and Deviations
The following key observations and deviations were noted in the project construction and deviation report:
This project site was well constructed overall, but is in fair-to-poor shape mainly due to very limited performance monitoring data, traffic data, PCC materials testing data, and
AWS data. There are no supplemental sections at this site. The following summarizes the status of this project:
The Arkansas SPS-2 site does not appear to have significant problems that will cause difficulty in performance analysis if construction, traffic, AWS, and monitoring data become available.
The Colorado SPS-2 project site is located in the eastbound lanes of I-76 in central Colorado, approximately 32 km northeast of Denver. I-76 is a rural interstate; in 1988 the AADT was 8,400, with 16 percent heavy trucks. The initial annual ESALs are estimated at 347,646. Six SPS-2 test sections were included in the phase 1 section of I-76, which was constructed on a new alignment (sections 080217, 080220, 080221, 080222, 080223, and 080224). The remaining six sections (sections 080213, 080214, 080215, 080216, 080218, and 080219) were located within the phase 2 section of I-76, which was being reconstructed. The 136th Street interchange bisects this SPS-2 site. However, no appreciable difference in traffic loading is expected due to the presence of this interchange.
All sections are on a tangent. The vertical grade averages +1.4 percent in the direction of traffic. Six sections were located in a cut (sections 080217, 080218, 080219, 080220, 080223, and 080224), while all other sections were located on fills. The typical roadway for this project consists of two 3.66-m-wide lanes, an outside shoulder width of 3.05 m, and an inside shoulder width of 1.22 m.
Construction of the SPS-2 site began on July 1, 1993, and was completed on November 1, 1993. The phase 1 work (new alignment) was opened to traffic on October 7, 1993. The phase 2 work (I-76 reconstruction) began after phase 1 was opened to traffic. Phase 2 sections were opened to traffic on January 5, 1994.
All required core sections were constructed. One supplemental State test section was also constructed. Table 41 summarizes key project information and data availability for all the sections.
Table 41. Colorado SPS-2 project summary.
Project level information and data availability Construction date: 10/01/1993
Climate - DNF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 5 years |
FI: 327 0°C days, Precip. 370 mm FI: 394 0°C days, Precip. 232 mm |
Yes | |
Traffic | WIM: 3 years | 347,646 ESALs/year (>200,000) | Yes |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
3.94 |
Yes |
|
PCC tests available | On average 94% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 221 | 203 | AGG | No | 4.27 | No | 3 | 5 | 2 | 2 | 3 | Not quite | |
0214 | 213 | AGG | No | 3.66 | Yes | 3 | 5 | 2 | 2 | 3 | Not quite | ||
0215 | 290 | 279 | AGG | No | 3.66 | Yes | 3 | 5 | 2 | 2 | 3 | Not quite | |
0216 | 300 | AGG | No | 4.27 | No | 3 | 5 | 2 | 2 | 3 | Not quite | ||
0217 | 218 | 203 | LCB | No | 4.27 | No | 3 | 3 | 2 | 2 | 3 | Not quite | |
0218 | 196 | LCB | No | 3.66 | Yes | 3 | 4 | 2 | 2 | 3 | Not quite | ||
0219 | 282 | 279 | LCB | No | 3.66 | Yes | 3 | 4 | 2 | 2 | 3 | Not quite | |
0220 | 282 | LCB | No | 4.27 | Yes | 3 | 3 | 2 | 2 | 3 | Not quite | ||
0221 | 211 | 203 | PATB | Yes | 4.27 | Yes | 3 | 4 | 2 | 2 | 3 | Not quite | |
0222 | 221 | PATB | Yes | 3.66 | No | 3 | 4 | 2 | 2 | 3 | Not quite | ||
0223 | 300 | 279 | PATB | Yes | 3.66 | No | 3 | 4 | 2 | 2 | 3 | Not quite | |
0224 | 297 | PATB | Yes | 4.27 | No | 3 | 4 | 2 | 2 | 3 | Not quite | ||
Overall- Fair. Six sections outside design range. | Good, except for late initial faulting surveys. |
Supplemental
Sections - 1 PCC section. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 279 mm JPC (4.5 MPa) on subgrade and 3.66 m lanes. | 3 | 3 | 2 | 2 | 3 | Not quite |
Overall
- Good |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
Overall, this project site is in excellent shape. The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
The Colorado SPS-2 site does not appear to exhibit significant problems that will cause difficulty in performance analysis.
The Delaware SPS-2 project site is located in the southbound lanes of U.S. 113 in central Delaware, between Milford and Georgetown. U.S. 113 is a rural principal arterial; in 1989 the AADT was 10,708, with 10 percent heavy trucks. The initial annual ESALs are estimated at 234,000. The SPS-2 project was included in the addition of two southbound lanes to an initial two-lane roadway. The two new southbound lanes were separated from the existing northbound lanes by a 7.92- to 12.8-m-wide median. Route S-625 and another access road bisect this SPS-2 site. The traffic from these routes is expected to have little impact on the SPS-2 site. There is no record of WIM installation at this site.
The roadway typically consists of two 3.66-m-wide lanes, an outside shoulder width of 3.05 m, and an inside shoulder width of 1.22 m. The subgrade consists of sand and silty sand. Test sections were constructed on shallow cuts or fills. The cut sections ranged up to 1.52 m in depth. Several wetland areas exist adjacent to the mainline pavement, where the water table is at or near the surface for an extended time period.
This project was completed and opened to traffic on May 1, 1996. All required core sections were constructed, and two supplemental State test sections were constructed. Table 42 summarizes key project information and data available for all the sections.
Table 42. Delaware SPS-2 project summary.
Project level information and data availability Construction date: 05/01/1996
Climate - WF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 0 year |
FI: 103°C days, Precip. 1,144 mm NA |
Yes | |
Traffic | WIM: 0 year | N/A | N/A |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
4.53 |
No |
|
PCC tests available | On average 94% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 211 | 203 | AGG | No | 3.66 | Yes | 6 | 3 | 3 | 0 | 4 | Yes | |
0214 | 224 | AGG | No | 4.27 | No | 6 | 2 | 2 | 0 | 3 | Yes | ||
0215 | 297 | 279 | AGG | No | 4.27 | No | 6 | 2 | 2 | 0 | 3 | Yes | |
0216 | 279 | AGG | No | 3.66 | Yes | 6 | 2 | 2 | 0 | 3 | Yes | ||
0217 | 234 | 203 | LCB | No | 3.66 | No | 6 | 2 | 2 | 0 | 3 | Yes | |
0218 | 226 | LCB | No | 4.27 | No | 6 | 2 | 2 | 0 | 3 | Yes | ||
0219 | 287 | 279 | LCB | No | 4.27 | Yes | 6 | 2 | 2 | 0 | 3 | Yes | |
0220 | 307 | LCB | No | 3.66 | No | 6 | 2 | 2 | 0 | 3 | Yes | ||
0221 | 208 | 203 | PATB | Yes | 3.66 | Yes | 6 | 2 | 2 | 0 | 4 | Yes | |
0222 | 211 | PATB | Yes | 4.27 | Yes | 6 | 2 | 2 | 0 | 3 | Yes | ||
0223 | 300 | 279 | PATB | Yes | 4.27 | No | 6 | 2 | 2 | 0 | 3 | Yes | |
0224 | 315 | PATB | Yes | 3.66 | No | 6 | 2 | 2 | 0 | 3 | Yes | ||
Overall- Fair. Seven sections outside design range. | Good, except for late initial faulting surveys. |
Supplemental
Sections - 1 PCC section. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 279 mm JPC (20.7 MPa f'c) on 203 mm DGAB; 3.66 m lane; steel dowels | 6 | 2 | 2 | 0 | 3 | Yes |
0260 | 254 mm JPC (20.7 MPa f'c) on 203 mm DGAB; 3.66 m lane; steel dowels | 6 | 2 | 2 | 0 | 3 | Yes |
Overall
- Excellent |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
The following deviations from SPS-2 guidelines were noted in the project deviation report:
Overall, this project site is in fair shape. The supplemental sections also contain a significant amount of monitoring data. The following summarizes the status of this project:
Data from the Delaware SPS-2 site will require special analysis techniques to adjust for various design factors that were not constructed as planned.
The Iowa SPS-2 project site is located in the northbound lanes of U.S. 65 in central Iowa, northeast of Des Moines. U.S. 65 is an urban/principal arterial; in 1994 the AADT was 17,400, with 16 percent trucks. The estimated initial ESALs for the section is approximately 600,000. The SPS-2 project was included in the relocation of U.S. 65 in both the northbound and southbound lanes.
The typical roadway consists of two 3.66-m-wide lanes, an outside asphalt shoulder width of 3.05 m, and an inside shoulder width of 1.22 m. The SPS-2 sections were constructed on a portion of U.S. 65 that included both tangent and superelevated sections. All sections were constructed on a tangent except sections 190215 and 190216. These sections were constructed on the high side of a horizontal curve with a superelevation rate of 2.5 percent. Vertical grades throughout the project area range from -2.6 percent to +2.2 percent. Sections 1902215 through 190220 were constructed on fill sections ranging from near 0 to 11.58 m in height. Sections 190221 through 190224 were constructed on cut sections ranging from 0.91 to 7.01 m.
WIM and AVC equipment were installed in June 1995 on U.S. 65, approximately 1.61 km north of the junction with IA-163 (state highway). Reconstruction was completed in 1994 during a period of relatively wet weather conditions. The project site was opened to traffic on December 1, 1994.
All required core sections were constructed. An additional supplemental State test section was also constructed. Table 43 summarizes key project information and data available for all the sections.
Table 43. Iowa SPS-2 project summary.
Project level information and data availability Construction date: 08/01/1994
Climate - WF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 3 years |
FI: 580 °C days, Precip. 900 mm NA |
Yes | |
Traffic | WIM: 1 year | 56,400 ESALs/year (<200,000) | No |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
3.22 |
No |
|
PCC tests available | On average 98% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 216 | 203 | AGG | No | 4.27 | Yes | 5 | 2 | 2 | 1 | 3 | Yes | |
0214 | 213 | AGG | No | 3.66 | Yes | 5 | 1 | 1 | 1 | 2 | Yes | ||
0215 | 300 | 279 | AGG | No | 3.66 | No | 5 | 1 | 2 | 1 | 3 | Yes | |
0216 | 295 | AGG | No | 4.27 | No | 5 | 1 | 2 | 1 | 3 | Yes | ||
0217 | 196 | 203 | LCB | No | 4.27 | Yes | 5 | 2 | 2 | 1 | 3 | Yes | |
0218 | 208 | LCB | No | 3.66 | Yes | 5 | 2 | 2 | 1 | 3 | Yes | ||
0219 | 284 | 279 | LCB | No | 3.66 | Yes | 5 | 1 | 2 | 1 | 3 | Yes | |
0220 | 290 | LCB | No | 4.27 | Yes | 5 | 2 | 2 | 1 | 3 | Yes | ||
0221 | 239 | 203 | PATB | Yes | 4.27 | No | 5 | 2 | 2 | 1 | 3 | Yes | |
0222 | 211 | PATB | Yes | 3.66 | Yes | 4 | 1 | 1 | 1 | 3 | Yes | ||
0223 | 297 | 279 | PATB | Yes | 3.66 | No | 5 | 1 | 1 | 1 | 3 | Yes | |
0224 | 295 | PATB | Yes | 4.27 | No | 5 | 1 | 1 | 1 | 2 | Yes | ||
Overall- Fair. Seven sections outside design range. | Good, but late initial faulting survey for 0219 |
Supplemental
Sections - 1 PCC section. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 279 mm JPC; 4.27 m wide lane | 5 | 1 | 1 | 1 | 2 | Yes |
Overall
- Good. |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
Overall, this project site is in fair shape. The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
Data from the Iowa SPS-2 site will require special analysis techniques to adjust for various design factors that were not constructed as planned.
The Kansas SPS-2 project site is located in the westbound lanes of I-70 in central Kansas, east of Abilene. I-70 is a rural interstate; the estimated AADT is 13,750, with 21.4 percent trucks. The initial annual ESALs in the design lane are estimated at 639,131. The roadway typically consists of two 3.66-m-wide lanes, an outside shoulder width of 3.05 m, and an inside shoulder width of 1.22 m. The SPS-2 project was included in the reconstruction of I-70. The existing pavement was concrete. The SPS-2 test sections were constructed on a tangent section of I-70 with vertical grades ranging from -2.48 percent to +2.11 percent. All test sections were constructed on fills.
An onsite weather monitoring station had not been installed before completion of the project. However, installation was scheduled to occur by 1994. A Toledo Model 9430TM high-speed WIM system was installed onsite.
Construction of this SPS-2 project was completed on July 1, 1992. The project site was opened to traffic on August 1, 1992. All required core sections were constructed. A supplemental State test section was also constructed. Table 44 summarizes key project information and data available for all the sections.
Table 44. Kansas SPS-2 project summary.
Project level information and data availability Construction date: 07/01/1992
Climate - DF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 4 years |
FI: 259°C days, Precip. 819 mm FI: 254°C days, Precip. 698 mm |
No | |
Traffic | WIM: 1 year | 639,131 ESALs/year (<200,000) | Yes |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
4.23 |
No |
|
PCC tests available | On average 98% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 196 | 203 | AGG | No | 3.66 | Yes | 7 | 5 | 2 | 2 | 2 | No | |
0214 | 188 | AGG | No | 4.27 | No | 8 | 6 | 2 | 2 | 2 | No | ||
0215 | 282 | 279 | AGG | No | 4.27 | Yes | 8 | 7 | 2 | 2 | 2 | No | |
0216 | 287 | AGG | No | 3.66 | Yes | 8 | 5 | 2 | 2 | 2 | No | ||
0217 | 198 | 203 | LCB | No | 3.66 | Yes | 8 | 5 | 2 | 2 | 2 | No | |
0218 | 201 | LCB | No | 4.27 | Yes | 8 | 6 | 2 | 2 | 2 | No | ||
0219 | 287 | 279 | LCB | No | 4.27 | Yes | 8 | 5 | 2 | 2 | 2 | No | |
0220 | 279 | LCB | No | 3.66 | Yes | 8 | 5 | 2 | 2 | 2 | No | ||
0221 | 216 | 203 | PATB | Yes | 3.66 | Yes | 8 | 5 | 2 | 2 | 1 | No | |
0222 | 211 | PATB | Yes | 4.27 | Yes | 8 | 5 | 2 | 2 | 2 | No | ||
0223 | 282 | 279 | PATB | Yes | 4.27 | Yes | 8 | 5 | 2 | 2 | 2 | No | |
0224 | 277 | PATB | Yes | 3.66 | Yes | 8 | 5 | 2 | 2 | 2 | No | ||
Overall- Excellent, except for 0202. | Good, except for deficient faulting data. |
Supplemental
Sections - 1 PCC section. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 305 mm doweled JPC (4.1 MPa mix) on 152 mm stabilized base and 152 mm modified Flyash subgrade, 3.66 m lane. | 7 | 2 | 2 | 2 | 1 | No |
Overall, Excellent, except for 0202. | Overall
- Good, except for deficient faulting data. |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
Overall, this project site is in good shape. The appendices to this report contain a significant amount of monitoring data (except for faulting surveys). The following summarizes the status of this project:
The Kansas SPS-2 site exhibits some significant problems (data unavailable and construction deviations) that will cause difficulty in performance analysis.
The Michigan SPS-2 project site is located in the northbound and southbound lanes of U.S. 23 in southeastern Michigan, approximately 16 km west of Toledo. U.S. 23 is a rural principal arterial; in 1989 the AADT was 35,000, with 22 percent heavy trucks. The initial year ESALs was estimated at 1,346,045. The SPS-2 project was included in the reconstruction of 9.7 km of U.S. 23 in both the northbound and southbound lanes. Consear Road, a low-volume county road, bisects this SPS-2 site. Traffic counts taken in the northbound lanes reveal that traffic south of this interchange is 7 percent higher than traffic north of this interchange (AVC data only).
The roadway typically consists of two 3.66-m-wide lanes, an outside asphalt shoulder width of 3.05 m, and an inside shoulder width of 1.22 m. The SPS-2 sections were constructed on a portion of U.S. 23 that is relatively straight and flat. Vertical grades throughout the project area range from 0.00 percent to +0.55 percent. Most of the sections were constructed on shallow fills. However, sections 260214, 260218, and 260219 were constructed on deeper fills. All sections except 260214, 260218, and 260219 were constructed in tangent sections. Section 260214 was constructed in a superelevation transition area, while sections 260218 and 260219 were constructed on a full superelevation of 0.037 m/m.
WIM and AVC equipment were installed on U.S. 23 south of Consear Road. Only AVC equipment was installed north of Consear Road.
Reconstruction of U.S. 23 began in April 1993 with removal of the existing pavement layers. Construction of the subgrade progressed from mid-May through mid-June, and placement and compaction of the embankment was completed by mid-June. Undercuts were completed in Sections 260216, 260022, and 260223 due to unstable soil conditions revealed during proofrolling. These undercuts were 11 m wide and 0.3 m deep, but only extended for a partial length of each section. The undercuts were backfilled with embankment borrow clay. Base and subbase layer construction began by mid-June and was completed by mid-September 1993. Concrete paving commenced on September 13, 1993 (excluding control section) and was completed on September 21, 1993. The project site was opened to traffic in November 1993.
All required core sections were constructed, and one supplemental State test section was constructed. Table 45 summarizes key project information and data available for all the sections.
Table 45. Michigan SPS-2 project summary.
Project level information and data availability Construction date: 11/01/1993
Climate - DF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 3 years |
FI: 259°C days, Precip. 819 mm FI: 254°C days, Precip. 698 mm |
Yes | |
Traffic | WIM: 5 years | 1.346.0451 ESALs/year (>200,000) | Yes |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
4.27 |
No |
|
PCC tests available | On average 82% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 218 | 203 | AGG | No | 4.27 | No | 9 | 5 | 5 | 1 | 5 | Yes | |
0214 | 226 | AGG | No | 3.66 | No | 9 | 4 | 4 | 1 | 5 | Yes | ||
0215 | 284 | 279 | AGG | No | 3.66 | Yes | 9 | 4 | 4 | 1 | 5 | Yes | |
0216 | 290 | AGG | No | 4.27 | Yes | 9 | 5 | 5 | 1 | 5 | Yes | ||
0217 | 216 | 203 | LCB | No | 4.27 | Yes | 7 | 4 | 4 | 1 | 4 | Yes | |
0218 | 180 | LCB | No | 3.66 | No | 8 | 3 | 3 | 1 | 3 | Yes | ||
0219 | 277 | 279 | LCB | No | 3.66 | Yes | 9 | 4 | 4 | 1 | 5 | Yes | |
0220 | 282 | LCB | No | 4.27 | Yes | 8 | 4 | 4 | 1 | 5 | Yes | ||
0221 | 208 | 203 | PATB | Yes | 4.27 | Yes | 8 | 5 | 5 | 1 | 6 | Yes | |
0222 | 213 | PATB | Yes | 3.66 | Yes | 9 | 4 | 4 | 1 | 5 | Yes | ||
0223 | 279 | 279 | PATB | Yes | 3.66 | Yes | 9 | 4 | 4 | 1 | 5 | Yes | |
0224 | 284 | PATB | Yes | 4.27 | Yes | 9 | 4 | 4 | 1 | 5 | Yes | ||
Overall- Excellent, except for 0202. | Good, except for deficient faulting data. |
Supplemental
Sections - 1 PCC section. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 267 mm JRC on 102 mm OGDB on 76 mm aggregate base. | 9 | 4 | 4 | 1 | 4 | Yes |
Overall
- Excellent |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
Key Observations and Deviations
For sections 260213 through 260220, the moisture content of the subgrade was not maintained within the range of 85 to 120 percent of the optimum moisture content. Moderate-to-severe desiccation cracks (up to 50.8 mm width and 254 mm depth) developed in the subgrade, which was compacted dry of optimum since the completed embankment was exposed to hot and dry weather conditions before construction of the overlying base or subbase layers. This occurred on all sections except those constructed with PATB. Cracking did not occur on PATB sections because the DGAB was placed soon after completion of the embankment.
Michigan DOT required the contractor to scarify the desiccated subgrade sections and recompact severely desiccated subgrade to SPS-2 requirements.
The following site location guideline deviations were noted:
Overall, this project site is in good shape except for the concrete strength (the high and low strengths are practically the same after 1 year). The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
Data from the Michigan SPS-2 site will require special analysis techniques to adjust for various design factors that were not constructed as planned.
The Nevada SPS-2 project site is located in north central Nevada, approximately 8 km west of Battle Mountain, in the outer eastbound lane of I-80. The SPS-2 sections extend from station 1596+65 to station 64+50 (milepost 223.7). The initial annual ESALs were estimated to be 812,944.
The construction work on this segment of I-80 consisted of removing the existing AC surfacing, cement-treated base (CTB), DGAB, and embankment. The original subgrade was stabilized with lime, and the embankment was replaced. The SHRP structural sections were then placed on top of the embankment. The terrain surrounding the test sections is generally flat with minimal ground cover.
All required core sections were constructed. One supplemental State section was also constructed. Table 46 summarizes key project information and data available for all the sections.
Table 46. Nevada SPS-2 project summary.
Project level information and data availability Construction date: 11/01/1993
Climate - DF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 5 years |
FI: 276°C days, Precip. 819 mm FI: 181°C days, Precip. 698 mm |
Yes | |
Traffic | WIM: 1 year | 1.346.0451 ESALs/year (>200,000) | Yes |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
3.60 |
Yes |
|
PCC tests available | On average 82% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 234 | 203 | AGG | No | 3.66 | No | 4 | 6 | 2 | 1 | 2 | Yes | |
0214 | 208 | AGG | No | 4.27 | No | 2 | 4 | 2 | 1 | 2 | Yes | ||
0215 | 302 | 279 | AGG | No | 4.27 | Yes | 4 | 3 | 2 | 1 | 2 | Yes | |
0216 | 300 | AGG | No | 3.66 | Yes | 8 | 15 | 8 | 1 | 8 | Yes | ||
0217 | 216 | 203 | LCB | No | 3.66 | Yes | 4 | 5 | 2 | 1 | 2 | Yes | |
0218 | 198 | LCB | No | 4.27 | No | 2 | 3 | 2 | 1 | 2 | Yes | ||
0219 | 277 | 279 | LCB | No | 4.27 | Yes | 4 | 2 | 2 | 1 | 2 | Yes | |
0220 | 279 | LCB | No | 3.66 | Yes | 4 | 2 | 2 | 1 | 2 | Yes | ||
0221 | 226 | 203 | PATB | No | 3.66 | Yes | 4 | 6 | 2 | 1 | 3 | Yes | |
0222 | 257 | PATB | Yes | 4.27 | Yes | 4 | 5 | 3 | 1 | 3 | Yes | ||
0223 | 287 | 279 | PATB | Yes | 4.27 | Yes | 4 | 4 | 3 | 1 | 2 | Yes | |
0224 | NA
- Section taken out of the SPS-2 study from the beginning. |
||||||||||||
Overall- Excellent, except for 0202. | Good, except for deficient faulting data. |
Supplemental
Sections - 1 PCC section. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 267 mm JRC on 38 mm leveling course, 27.6 MPa ± 20% 14-day compressive strength. | 4 | 2 | 2 | 1 | 2 | Yes |
Overall
- Excellent. |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
The PCC consisted of three different mixes. Section 320259 was the State standard mix, six sections were constructed using a 3.3 MPa mix, and six were constructed using a 5.2 MPa mix. The typical SPS-2 project has six 3.8 MPa and six 6.2 MPa mixes, but it wasn't possible to reach the 6.2 MPa target using local materials, so the target strengths were revised. A number of other problems that occurred during PCC paving are detailed in appendix B.
Overall, this project site is in poor shape. The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
Data from the Nevada SPS-2 site will require special analysis techniques to adjust for various design factors that were not constructed as planned. In particular, slab cracking will not be able to be evaluated in comparison with other sites; this may cause other problems that will complicate performance analysis.
The North Carolina SPS-2 project site is located in the southbound lanes of U.S. 23, near Lexington, NC. U.S. 52 is a rural principal arterial with an AADT of 23,500 to 26,100 (1994) and 13 percent heavy trucks. The annual ESALs was estimated at 750,902. The SPS-2 project was included in the construction of 7.8 km of U.S. 52 in both the northbound and southbound lanes. U.S. 64 bisects this SPS-2 site. All test sections except section 370204 are located north of the U.S. 64 interchange. This section will be monitored with AVC equipment to determine if the traffic south of U.S. 64 is different from traffic to the north of U.S. 64.
The roadway typically consists of two 3.66-m-wide lanes, an outside shoulder width of 3.05 m, and an inside width of 1.22 m. The shoulders were constructed with econocrete instead of the SPS-2 required flexible bituminous design. The majority of SPS-2 test sections were constructed on tangent sections with slight grades. Sections that include a 203-mm PCC slab were constructed as add-on lanes adjacent to the mainline travel lane. This parallel roadway section was constructed through some deep cuts and high embankments.
Seasonal monitoring sensors, strain gauges, and linear variable differential transducers were installed on several test sections. Reconstruction began in 1992 with earthwork grading.
All required core sections were constructed. Two supplemental State test sections were also constructed. Table 47 summarizes key project information and data available for all the sections.
Table 47. North Carolina SPS-2 project summary.
Project level information and data availability Construction date: 11/01/1993
Climate - WNF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 5 years |
FI: 47°C days, Precip. 1,151 mm FI: 67°C days, Precip. 1,199 mm |
Yes | |
Traffic | WIM: 5 years | 750,902 ESALs/year (>200,000) | Yes |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
N/A |
N/A |
|
PCC tests available | On average 82% completed for core sections Fair |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0201* | 229 | 203 | AGG | No | 3.66 | No | 10 | 25 | 9 | 1 | 10 | Not quite | |
0202 | 259 | AGG | No | 4.27 | No | 8 | 2 | 1 | 1 | 2 | Not quite | ||
0203 | 284 | 279 | AGG | No | 4.27 | Yes | 8 | 2 | 1 | 1 | 2 | Not quite | |
0204 | 284 | AGG | No | 3.66 | Yes | 7 | 2 | 1 | 1 | 1 | Not quite | ||
0205 | 203 | 203 | LCB | No | 3.66 | Yes | 8 | 3 | 1 | 1 | 2 | Not quite | |
0206 | 213 | LCB | No | 4.27 | No | 8 | 2 | 1 | 1 | 2 | Not quite | ||
0207 | 295 | 279 | LCB | No | 4.27 | Yes | 8 | 2 | 1 | 1 | 2 | Not quite | |
0208 | 284 | LCB | No | 3.66 | Yes | 7 | 3 | 1 | 1 | 1 | Not quite | ||
0209 | 218 | 203 | PATB | No | 3.66 | Yes | 8 | 5 | 5 | 1 | 6 | Not quite | |
0210 | 213 | PATB | Yes | 4.27 | Yes | 8 | 2 | 1 | 1 | 2 | Not quite | ||
0211 | 290 | 279 | PATB | Yes | 4.27 | Yes | 8 | 2 | 1 | 1 | 2 | Not quite | |
0212* | 277 | PATB | Yes | 3.66 | Yes | 8 | 3 | 1 | 1 | 1 | Not quite | ||
Overall- Fair, four sections outside design range. | Overall - Good, except for late initial surveys. |
Supplemental
Sections - 2 PCC sections. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 254 mm JRC on 102 mm PATB on 25.4 mm AC on 203 mm lime-stabilized subgrade. | 7 | 2 | 1 | 1 | 2 | Yes |
0260 | 279 mm JRC on 2.54 cm AC on 127 mm BTB on 203 mm cement-treated subgraded. | 8 | 2 | 1 | 1 | 2 | Yes |
Overall
- Excellent. |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
Overall, this project site is in fair shape. The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
The North Dakota SPS-2 project is located in the eastbound lanes of I-94 in eastern North Dakota, west of Fargo. I-94 is a rural interstate; in 1996 the AADT was 8,310, with 12 percent trucks. The initial annual ESALs in the design lane are estimated at 246,000.
The roadway typically consists of two 3.66-m-wide lanes, an outside shoulder width of 3.05 m, and an inside shoulder width of 1.22 m. The SPS-2 project was included in the reconstruction of a concrete pavement that included 229-mm concrete on 76-mm aggregate base on 152- to 229-mm aggregate subbase. The SPS-2 test sections were constructed on a portion of I-94 that is very flat and relatively straight. All sections except North Dakota supplemental sections 380260 and 360261 were constructed on tangent sections.
Several delays were encountered during subgrade preparation, due to the presence of extremely wet clayey soils. Construction of individual test sections was completed on October 1, 1994, and the pavements were opened to traffic on November 1, 1994.
All required core sections were constructed. Six supplemental State test sections were constructed. Table 48 summarizes key project information and data available for all the sections.
Table 48. North Dakota SPS-2 project summary.
Project level information and data availability Construction date: 11/01/1994
Climate - DF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 5 years |
FI: 1,313°C days, Precip. 545 mm FI: 1,162°C days, Precip. 534 mm |
Yes | |
Traffic | WIM: 0 year | N/A | N/A |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
N/A |
N/A |
|
PCC tests available | On average 82% completed for core sections Fair |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | 208 | 203 | AGG | No | 4.27 | No | 2 | 2 | 2 | 1 | 3 | Not quite | |
0214 | 201 | AGG | No | 3.66 | No | 2 | 2 | 1 | 1 | 2 | Not quite | ||
0215 | 279 | 279 | AGG | No | 3.66 | Yes | 2 | 2 | 1 | 1 | 1 | Not quite | |
0216 | 284 | AGG | No | 4.27 | Yes | 2 | 2 | 1 | 1 | 1 | Not quite | ||
0217 | 201 | 203 | LCB | No | 4.27 | Yes | 2 | 1 | 2 | 1 | 3 | Not quite | |
0218 | 201 | LCB | No | 3.66 | No | 2 | 1 | 1 | 1 | 2 | Not quite | ||
0219 | 277 | 279 | LCB | No | 3.66 | Yes | 2 | 1 | 1 | 1 | 2 | Not quite | |
0220 | 277 | LCB | No | 4.27 | Yes | 2 | 1 | 1 | 1 | 2 | Not quite | ||
0221 | 206 | 203 | PATB | No | 4.27 | Yes | 2 | 1 | 2 | 1 | 3 | Not quite | |
0222 | 208 | PATB | Yes | 3.66 | Yes | 2 | 1 | 1 | 1 | 2 | Not quite | ||
0223 | 282 | 279 | PATB | Yes | 3.66 | Yes | 2 | 1 | 1 | 1 | 2 | Not quite | |
0224 | 274 | PATB | Yes | 4.27 | Yes | 2 | 1 | 1 | 1 | 2 | Not quite | ||
Overall- Fair, four sections outside design range. | Overall - Good, except for late initial surveys. |
Supplemental
Sections - 6 PCC sections. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 254 mm doweled JPC (ND mix) on 203 mm salve with skewered joints and 3.66 m lanes. | 2 | 1 | 1 | 1 | 2 | Yes |
0260 | 279 mm doweled JPC (ND mix) on DGAB with skewed joints and 4.27 m lanes. | 2 | 2 | 1 | 1 | 1 | Yes |
0261 | 279 mm doweled JPC (3.8 MPa MR) on DGAB with skewed joints and 3.66 m lanes. | 2 | 2 | 1 | 1 | 1 | Yes |
0262 | 279 mm doweled JPC on LCB with skewed joints (various lengths) and 4.27 m lanes. | 2 | 1 | 1 | 1 | 2 | Yes |
0263 | 279 mm doweled JPC on PATB with random skewed joints and 3.66 m lanes. | 2 | 1 | 1 | 1 | 2 | Yes |
0264 | 279 mm doweled JPC on PATB with skewed joints and 4.27 m lanes. | 2 | 1 | 1 | 1 | 2 | Yes |
Overall
- Good. |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
Key Observations and Deviations
The following key observations were noted in the project construction report:
Overall, this project site is in good shape. The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
The North Dakota SPS-2 site does not appear to exhibit significant problems that will cause difficulty in performance analysis.
The Ohio SPS-2 project site is located in the northbound lanes of U.S. 23 in central Ohio, approximately 48 km north of Columbus. U.S. 23 is a rural principal arterial; in 1994 the AADT was 20,210, with 12 percent trucks. The initial annual ESALs are estimated at 600,000. The roadway typically consists of two 3.66-m-wide lanes, an outside asphalt shoulder width of 3.05 m, and an inside asphalt shoulder width of 1.22 m. The SPS-2 test sections were constructed on a portion of U.S. 23 that is relatively straight and flat.
Permanent WIM equipment consisting of weigh plates was mounted in each lane of U.S. 23. Additional instrumentation was installed in the SPS-2 project area to collect environmental data, including temperatures of individual pavement layers and moisture freeze/thaw conditions of the subbase and subgrade layers. The load-response monitoring instrumentation that was installed included strain, deflection, and pressure gauges.
Construction started in the fall of 1994 with the subgrade preparation. Individual test sections were completed by October 1995, and the project was open to traffic on October 1, 1996. All required core sections were constructed. Seven supplemental State test sections were also constructed. Table 49 summarizes key project information and data available for all the sections.
Table 49. Ohio SPS-2 project summary.
Project level information and data availability Construction date: 09/01/1996
Climate - WF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 6 years |
FI: 375°C days, Precip. 972 mm FI: 121°C days, Precip. 730 mm |
Yes | |
Traffic | WIM: 0 year | N/A | N/A |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
4.72 |
No |
|
PCC tests available | On average 96% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0201 | 201 | 203 | AGG | No | 4.27 | No | 4 | 5 | 1 | 1 | 2 | Yes | |
0202 | 211 | AGG | No | 3.66 | No | 4 | 4 | 1 | 1 | 2 | Yes | ||
0203 | 277 | 279 | AGG | No | 3.66 | Yes | 4 | 3 | 1 | 1 | 2 | Yes | |
0204* | 282 | AGG | No | 4.27 | Yes | 8 | 15 | 1 | 1 | 3 | Yes | ||
0205 | 203 | 203 | LCB | No | 4.27 | Yes | 4 | 4 | 1 | 1 | 2 | Yes | |
0206 | 201 | LCB | No | 3.66 | No | 4 | 3 | 1 | 1 | 2 | Yes | ||
0207 | 282 | 279 | LCB | No | 3.66 | Yes | 4 | 3 | 1 | 1 | 2 | Yes | |
0208 | 279 | LCB | No | 4.27 | Yes | 4 | 3 | 1 | 1 | 2 | Yes | ||
0209 | 206 | 203 | PATB | No | 4.27 | Yes | 4 | 5 | 1 | 1 | 2 | Yes | |
0210 | 203 | PATB | Yes | 3.66 | Yes | 4 | 5 | 1 | 1 | 2 | Yes | ||
0211 | 290 | 279 | PATB | Yes | 3.66 | Yes | 4 | 4 | 1 | 1 | 2 | Yes | |
0212 | 269 | PATB | Yes | 4.27 | Yes | 4 | 4 | 1 | 1 | 2 | Yes | ||
Overall- Fair, four sections outside design range. | Overall - Excellent. |
Supplemental
Sections - 7 PCC sections. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 279 mm JPC (3.8 MPa MR) on 152 mm DGAB | 3 | 4 | 1 | 0 | 2 | Yes |
0260 | 279 mm JPC (3.8 MPa MR) on 102 mm PATB on 1022 mm DGAB | 4 | 4 | 1 | 1 | 2 | Yes |
0261 | 279 mm JPC (3.8 MPa MR) on 102 mm CTPB on 1022 mm DGAB | 4 | 3 | 1 | 1 | 2 | Yes |
0262 | 279 mm JPC on 102 mm CTPB on 102 mm DGAB | 3 | 3 | 1 | 1 | 2 | Yes |
0263 | 279 mm JPC on 152 mm DGAB | 3 | 3 | 1 | 0 | 2 | Yes |
0264 | 279 mm JPC on 152 mm DGAB | 4 | 2 | 1 | 0 | 2 | Yes |
0265 | 279 mm JPC (3.8 MPa MR) on 102 mm PATB on 102 mm DGAB | 4 | 4 | 1 | 1 | 2 | Yes |
Overall - Excellent |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
Overall, this project site is in very good shape. The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
The Ohio SPS-2 site does not appear to exhibit significant problems that will cause difficulty in performance analysis.
The Washington SPS-2 project site is located in the northbound lanes of S.R. 395 in eastern Washington, 4.8 km south of Ritzville. S.R. 395 is an urban principal arterial; in 1993 the AADT was 18,000. The initial annual ESALs are estimated at 461,759. The SPS-2 project includes construction of two new northbound lanes and the upgrade of S.R. 395 to a four-lane divided highway. The new lanes were constructed uphill from the existing lanes. Two sections were located in a cut (section 530203 and 530259), while all other sections were located on fills. The roadway design for this project consists of two 3.66-m-wide lanes, an outside shoulder width of 3.05 m, and an inside shoulder width of 1.22 m.
The initial SPS-2 sections were constructed on a horizontal curve to the left from the beginning of the SPS-2 project to Station 2050+00. Section 530201 is partially located within a horizontal curve and partially located within a superelevation runout area. Sections 530205, 530206, 530207, and 530208 are on tangent, while the remaining sections were constructed on a curve to the left. The maximum superelevation rate for this curve is 3 percent. Vertical grades range from 0.14 percent to 3 percent.
Construction of the SPS-2 site started in June 1993 with the removal of the existing pavement. Construction of individual test sections was completed by November 1, 1995.
All required core sections were constructed, as was one supplemental State
test section. Table 50 summarizes key project information and data available
for all the sections.
Table 50. Washington SPS-2 project summary.
Project level information and data availability Construction date: 11/01/1995
Climate - DF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 17 years AWS: 5 years |
FI: 265°C days, Precip. 308 mm FI: 138°C days, Precip. 355 mm |
Yes | |
Traffic | WIM: 2 years | N/A | Yes |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
3.34 |
No |
|
PCC tests available | On average 96% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0201 | 221 | 203 | AGG | No | 3.66 | No | 4 | 5 | 3 | 0 | 3 | Yes | |
0202 | 211 | AGG | No | 4.27 | Yes | 4 | 5 | 3 | 0 | 3 | Yes | ||
0203 | 282 | 279 | AGG | No | 4.27 | Yes | 4 | 5 | 3 | 0 | 3 | Yes | |
0204* | 284 | AGG | No | 3.66 | Yes | 4 | 5 | 3 | 0 | 3 | Yes | ||
0205 | 216 | 203 | LCB | No | 3.66 | Yes | 4 | 4 | 3 | 0 | 3 | Yes | |
0206 | 218 | LCB | No | 4.27 | No | 4 | 4 | 3 | 0 | 3 | Yes | ||
0207 | 282 | 279 | LCB | No | 4.27 | Yes | 4 | 4 | 3 | 0 | 3 | Yes | |
0208 | 284 | LCB | No | 3.66 | Yes | 4 | 4 | 3 | 0 | 3 | Yes | ||
0209 | 229 | 203 | PATB | No | 3.66 | No | 4 | 5 | 3 | 0 | 3 | Yes | |
0210 | 211 | PATB | Yes | 4.27 | Yes | 4 | 5 | 3 | 0 | 3 | Yes | ||
0211 | 300 | 279 | PATB | Yes | 4.27 | No | 4 | 5 | 3 | 0 | 3 | Yes | |
0212 | 287 | PATB | Yes | 3.66 | Yes | 4 | 5 | 3 | 0 | 3 | Yes | ||
Overall- Fair, four sections outside design range. | Overall - Excellent. |
Supplemental
Sections - 1PCC section. |
|||||||
---|---|---|---|---|---|---|---|
0259 | Undoweled 254 mm JPC (4.5 MPa MR) on 76 mm ATB on 51 mm crushed surfacing base courses; 4.27 m lane. | 4 | 4 | 3 | 0 | 3 | Yes |
Overall - Excellent |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
The following key observations were noted in the project construction report:
Overall, this project site is in good shape. The appendices to this report contain a significant amount of monitoring data. The following summarizes the status of this project:
The Washington SPS-2 site does not appear to exhibit significant problems that will cause difficulty in performance analysis.
The Wisconsin SPS-2 project site is located on the westbound and eastbound lanes of Wisconsin State Highway 29 (STH-29), a rural arterial road, in Marathon County, WI. This site is roughly 5.6 km east of Hatley, WI. In 1995, the ADT was 6,650 vehicles with a truck distribution of 29.5 percent. The initial annual ESALs were estimated at 500,000. The site is located on a 0.3 percent downgrade with four curves in between. The maximum curve does not exceed 2 degrees with a superelevation equal to 0.055 l/l. The lanes are 3.66 m and 4.27 m wide, with an outside shoulder of 3.05 m and an inside shoulder of 1.83 m.
A WIM system was installed on August 29, 1997. The WIM equipment used was a DAW-1000 bending plate unit manufactured by PAT Equipment.
The subgrade preparation for this project began in early June 1997, and paving operations were completed by mid-October 1997.
All required core sections were constructed. Eight supplemental State test sections were also constructed. Table 51 summarizes key project information and data available for all the sections.
Table 51. Wisconsin SPS-2 project summary.
Project level information and data availability Construction date: 10/01/1997
Climate - DF | Data Availability | Average Values | As planned? |
---|---|---|---|
CLM: 0 year AWS: 0 year |
N/A N/A |
N/A | |
Traffic | WIM: 0 year | N/A | N/A |
Subgrade type | Fine-grained soil for all. | As designed? | Varies |
Flexural strength |
Design value | Actual Averages | Within 10%? |
3.8 |
4.37 |
No |
|
PCC tests available | On average 71% completed for core sections |
Section level key design factors and monitoring data availability
Key pavement design factors | Monitoring data availability, No. of tests | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
ID | Slab Thick. mm | Base type | With Drain | Lane Width m | As Design ? | IRI | FWD | Distress | Meet Min. Req'd? | ||||
Actual | Design | Manual | Photo. | Faulting | |||||||||
0213 | NA | 203 | AGG | No | 4.27 | NA | 3 | 1 | 1 | 0 | 1 | Yes | |
0214 | AGG | No | 3.66 | 3 | 1 | 1 | 0 | 2 | Yes | ||||
0215 | 279 | AGG | No | 3.66 | 3 | 1 | 1 | 0 | 1 | Yes | |||
0216 | AGG | No | 4.27 | 3 | 1 | 1 | 0 | 1 | Yes | ||||
0217 | 203 | LCB | No | 4.27 | 3 | 1 | 1 | 0 | 1 | Yes | |||
0218 | LCB | No | 3.66 | 3 | 1 | 1 | 0 | 1 | Yes | ||||
0219 | 279 | LCB | No | 3.66 | 3 | 1 | 1 | 0 | 1 | Yes | |||
0220 | LCB | No | 4.27 | 3 | 1 | 1 | 0 | 1 | Yes | ||||
0221 | 203 | PATB | No | 4.27 | 3 | 1 | 1 | 0 | 1 | Yes | |||
0222 | PATB | Yes | 3.66 | 3 | 1 | 1 | 0 | 1 | Yes | ||||
0223 | 279 | PATB | Yes | 3.66 | 3 | 1 | 1 | 0 | 1 | Yes | |||
0224 | PATB | Yes | 4.27 | 3 | 1 | 1 | 0 | 1 | Yes | ||||
Overall- Not enough data. | Overall - Excellent. |
Supplemental
Sections - 8 PCC sections. |
|||||||
---|---|---|---|---|---|---|---|
0259 | 279 mm JPC (3.8 MPa MR) on 152 mm DGAB | 3 | 1 | 1 | 0 | 1 | Yes |
0260 | 279 mm JPC (3.8 MPa MR) on 152 mm DGAB, with alternative dowel bar placement | 3 | 1 | 1 | 0 | 1 | Yes |
0261 | 203 mm JPC (3.8 MPa MR) on 102 mm OGDB on 102 mm DGAB | 3 | 1 | 1 | 0 | 1 | Yes |
0262 | 203 mm JPC (6.3 MPa MR) on 152 mm DGAB, with tied concrete shoudler | 3 | 1 | 1 | 0 | 1 | Yes |
0263 | 203-279 mm JPC (3.8 MPa MR) on 152 mm DGAB, variable pavement thickness | 3 | 1 | 1 | 0 | 1 | Yes |
0264 | 279 mm JPC (3.8 MPa MR) on 152 mm DGAB, with composite dowels | 3 | 1 | 1 | 0 | 1 | Yes |
0265 | 279 mm JPC (3.8 MPa MR) on 152 mm DGAB, with stainless steel dowels. | 3 | 1 | 1 | 0 | 1 | Yes |
0266 | 3 | 0 | 0 | 0 | 0 | Yes | |
Overall
- Excellent |
Note: * Indicates seasonal monitoring section(s)
Bolded and Italic letters represent constructed values
that are either not as designed or outside the design range. For slab thickness,
the design range is set at (design value +/- 12.7 mm)
Overall, this project site is in good shape, given the available data. The appendices to this report contain a significant amount of monitoring data as well as significant materials testing data. However, site condition data, pavement structure data, and other key pavement design feature data are deficient at this time. Not enough data exist in the database to assess the designed versus constructed status of the project.
The following summarizes the status of this project: