LTPP Data Analysis: Influence of Design and Construction Features on the Response and Performance of New Flexible and Rigid Pavements (2005)

Below is the uncorrected machine-read text of this chapter, intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text of each book. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.

APPENDIX B1 Site Summaries for SPS-2 experiment (Inventory/construction details, status and data availability)

B1-2 Arizona (4) Site Description The site in Arizona is located in the eastbound direction of I-10, approximately 35 miles west of Phoenix between Tonopah and State Spur on route 85, in Maricopa County. The other inventory data for the sections are summarized in Table 1. Table 1 Inventory data for AZ (4) Construction Issues According to the construction report, no major problems were encountered during construction. The following are the main construction issues encountered at the site: • In the construction of DGAB, AASHTO No. 57 coarse aggregate was utilized in as the backfill material in the pavement base drain. • The geotextile wrapped around the PATB edge was short and could have caused intrusion of soil from adjacent DGAB. • Transverse drains were installed perpendicular rather than in a herringbone fashion. • Transverse cracking in the LCB layer was observed in sections 4-0217, 4-0218, 4- 0219 and 4-0220 prior to the placement of the slab. • Longitudinal tie bars were placed uncoated and also the bars were smaller (20” long) than specified (30”). • PCC slump variations and segregation occurred in several test sections. Site Status The deviations in the design and/or site features at this site are explained here. No deviations in the site factors have been observed at the site. As planned, the site has coarse-grained roadbed soil and it is situated in the Dry No Freeze climatic zone. A summary of the status of the design features of the site is Table 2. Only one section, 4- 0222, has been constructed thicker/thinner by more than 0.5”. All the other design features have been constructed as intended in the SPS-2 design. Site code 4 Climatic zone Dry No Freeze Average annual precipitation 232 mm Average annual freezing index 0.0 oC-days Traffic open date 1st of October 1993 ‘Proposed’ traffic 1092 KESALs/year Subgrade soil type Coarse grained Inside shoulder type PCC Outside shoulder type PCC

B1-3 Table 2 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 7.9 DGAB No 14 Yes 0214 8 8.3 DGAB No 12 Yes 0215 11 11.3 DGAB No 12 Yes 0216 11 11.2 DGAB No 14 Yes 0217 8 8.1 LCB No 14 Yes 0218 8 8.3 LCB No 12 Yes 0219 11 10.8 LCB No 12 Yes 0220 11 11.3 LCB No 14 Yes 0221 8 8.2 PATB Yes 14 Yes 0222 8 8.6 PATB Yes 12 No 0223 11 11.1 PATB Yes 12 Yes 0224 11 10.7 PATB Yes 14 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 10 572 Yes Flexural Strength, psi 900 58 837 Yes Data Availability A summary of the data available for the sections in this site is Table 3. The section 4- 0213 is a seasonal monitoring section and that could be the reason for the higher amount of data available for that section. Table 3 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 6 6 8 5 0214 6 6 8 4 0215 18 18 10 40 0216 6 6 8 5 0217 6 6 8 5 0218 6 6 8 5 0219 6 6 8 5 0220 6 6 8 5 0221 6 6 8 5 0222 6 6 8 5 0223 6 6 8 5 0224 6 6 8 4

B1-4 Arkansas (5) Site Description The site, a four lane divided highway, is located on the westbound lanes of I-30 in Hot Spring County, Arkansas. The other inventory data of the site in Arkansas have been summarized in Table 4. It is to be noted that there is a discrepancy in the notation of the sections between DATAPAVE and the construction reports. The sections were numbered from 5-0213 to 5-0224 in DATAPAVE while the sections were numbered from 5-0201 to 5-0212 in the construction reports. However the notation in DATAPAVE was used during the analysis. Table 4 Inventory data for AR (5) Construction Issues Only a few construction issues occurred during the construction of the section at this site. They are as follows: • The dowel basket assembly that got “entangled” with the paver had to be removed while the paving operations were halted. • The longitudinal joints at the site were not sealed until early 1997 and pumping was evident at the joints by that time. Site Status Deviation has been found in the subgrade type at this site. Though as per the design the sections at this site are to be founded on fine-grained soils, most of the sections (i.e. except 0222 and 0223) have been built on coarse-grained subgrade soils. The subgrade soil type for each test section has been decided based on four different sources of information in the LTPP database- TST_L05B, SPS2_LAYER, TST_SS04_UG08, and TST_SS01_UG01_UG02. The data from SPS2_LAYER has been found to be contradictory with the data from other sources for most of the sections at this site. The construction report has indicated that the site has all the sections on fine-grained subgrade soil. A decision has been made considering all the sources. But, as planned, the site has been constructed in a Wet No Freeze climatic zone. Table 5 is a summary of the status of all the design factors. Sections 0213 and 0215 have been constructed with a PCC thickness deviation of at least 0.5 inch. Also the average 14- Site code 5 Climatic zone Wet No Freeze Average annual precipitation 1381 mm Average annual freezing index 38 oC-days Traffic open date 1st of November 1995 ‘Proposed’ traffic 1903 KESALs/year Subgrade soil type Coarse grained Inside shoulder type AC Outside shoulder type AC

B1-5 day flexural strength of the PCC at the sections with target strength of 900-psi has been found to be lesser by more than 10% the target. Table 5 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 7.4 DGAB No 14 No 0214 8 8.4 DGAB No 12 Yes 0215 11 11.5 DGAB No 12 No 0216 11 11 DGAB No 14 Yes 0217 8 8.3 LCB No 14 Yes 0218 8 8.2 LCB No 12 Yes 0219 11 11.1 LCB No 12 Yes 0220 11 10.7 LCB No 14 Yes 0221 8 8.3 PATB Yes 14 Yes 0222 8 8.3 PATB Yes 12 Yes 0223 11 10.9 PATB Yes 12 Yes 0224 11 10.9 PATB Yes 14 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 30 545 Yes Flexural Strength, psi 900 226 666 No Maintenance construction was done on all the sections at this site. Longitudinal lane- shoulder joints, transverse joints, and cracks were sealed as maintenance. The maintenance work was done in 1997 and 2002, and resulted in the change of ‘construction number’ in the database since those years. Data Availability Table 6 is the summary of the monitoring data available from the LTPP database. Though the site is more than 8 years old, the data available is only for four or five tests. Table 6 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 5 5 4 4 0214 5 5 4 4 0215 5 5 4 4 0216 5 5 4 4 0217 5 5 4 4 0218 5 5 4 4 0219 5 5 4 4 0220 5 5 4 4 0221 5 5 4 4 0222 5 5 4 4 0223 5 5 4 4 0224 5 5 4 4

B1-6 California (6) Site Description The project at this site is the youngest of all the sites in the SPS-2 experiment. It is located on the northbound truck lane of SR 99, Delhi (Merced County), California. The test sections were built as part of a realignment of SR 99 and a conversion to a four-lane freeway. The other inventory data are summarized in Table 7. Table 7 Summary of inventory data Construction Issues No major problems were encountered during construction of the pavement sections at the site. The main construction issues are as follows: • Cracks developed at several places in the LCB layer right after placement because the curing compound was not placed properly. • Considerable segregation occurred in the LCB layer, due to large aggregate used in mix. • The PATB layer was bladed, following an inspection, to make the surface uniform. • The sides of the PATB material were completely covered by the overlaying PCC material and the cement paste rendered the PATB almost ineffective. Later it was cleaned up ‘sufficiently’. • Unlike in other sites of the SPS-2 experiment, two levels in dowel diameter, 32 mm and 38 mm, exist in sections with target PCC slab thickness of 203 mm and in sections with target PCC slab thickness of 279 mm. Site Status No deviations in the site factors have been observed at the site. As planned, the site has coarse-grained roadbed soil and it is situated in the Dry No Freeze climatic zone. A summary of the status of the design features of the site is Table 8. Only one section, 4- 0211, has been constructed thicker by at least 0.5”. The lane width of test section with Site code 6 Climatic zone Dry No Freeze Average annual precipitation 299 mm Average annual freezing index 0.2 oC-days Traffic open date 1st October 2000 ‘Proposed’ traffic 2405 KESALs/year Subgrade soil type Coarse-grained Inside shoulder type AC Outside shoulder type PCC

B1-7 target of 14 ft was found to be 13 ft (Table: SPS_GENERAL). The data of testing on the PCC of the slab are not available from the database. All the other design features have been constructed as intended in the SPS-2 design. Table 8 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0201 8 8.2 DGAB No 12 Yes 0202 8 7.7 DGAB No 13 No 0203 11 11.4 DGAB No 13 No 0204 11 11.4 DGAB No 12 Yes 0205 8 8.3 LCB No 12 Yes 0206 8 8.1 LCB No 13 No 0207 11 11.4 LCB No 13 No 0208 11 10.8 LCB No 12 Yes 0209 8 8.3 PATB Yes 12 Yes 0210 8 8.2 PATB Yes 13 No 0211 11 11.5 PATB Yes 13 No 0212 11 11.2 PATB Yes 12 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 N.A. N.A. - Flexural Strength, psi 900 N.A. N.A. - Data Availability A summary of the data available for the sections in this site is Table 9. Table 9 Summary of status of available data Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0201 3 3 3 2 0202 3 3 3 2 0203 3 3 3 2 0204 2 2 3 1 0205 3 3 3 2 0206 3 3 3 2 0207 3 3 3 2 0208 3 3 3 2 0209 3 3 3 2 0210 3 3 3 2 0211 3 3 3 2 0212 3 3 3 2

B1-8 Colorado (8) Site Description The site in Colorado was constructed on I-76 (east bound) near Adams County in Denver, Colorado. Six sections (0213 through 0216, 0218 and 0219) were a part of reconstruction project and the other six sections were a part of new alignment project. The other inventory data of the site have been summarized in Table 10. Table 10 Summary of inventory data Construction Issues According to the construction report of the site, six sections each were constructed in ‘cut’ and on ‘fill’. Sections 0213, 0214, 0215, 0216 and 0221 were constructed on fills. The Phase 1 of construction included the construction of the new alignment and the Phase 2 of the construction was reconstruction of I-76. The major construction issues at the site are as follows: • Subgrade pumping occurred on several sections during Phase 1 construction due to wet weather and high water table at some locations. • Many PATB sections had too many fines in the mix. The mat in section 0221 was replaced due to this problem. • In section 0218, construction was stopped sometimes due to delay in delivery of material and equipment. The dowel basket assembly was torn up at station 141+50 but not replaced in this section. Site Status The deviations in the design and/or site features at this site are explained here. The site is one of the three sites in the SPS-2 experiment that have sections on both fine-grained and coarse-grained subgrade soils. The site has five test sections (0214, 0216, 0219, 0223, and 0224) on coarse-grained soils and the other seven sections on fine-grained soils. As a majority of the sections have fine-grained soils, the site has been categorized under fine- grained subgrade soil type (see Table 10). But according to the SPS-2 experiment design, the site was supposed to be having coarse-grained subgrade soils only. This is the major deviation from design at this site. A summary of the status of the design features of the site is Table 10. Site code 8 Climatic zone Dry Freeze Average annual precipitation 370 mm Average annual freezing index 327 oC-days Traffic open date 1st of November 1993 ‘Proposed’ traffic 400 KESALs/year Subgrade soil type Fine grained Inside shoulder type PCC Outside shoulder type PCC

B1-9 Table 11 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 8.7 DGAB No 14 No 0214 8 8.4 DGAB No 12 Yes 0215 11 11.4 DGAB No 12 Yes 0216 11 11.8 DGAB No 14 No 0217 8 8.6 LCB No 14 No 0218 8 7.7 LCB No 12 Yes 0219 11 11.1 LCB No 12 Yes 0220 11 11.1 LCB No 14 Yes 0221 8 8.3 PATB Yes 14 Yes 0222 8 8.7 PATB Yes 12 No 0223 11 11.8 PATB Yes 12 No 0224 11 11.7 PATB Yes 14 No Target Std. Dev. Actual (average) Average Within 10%? 550 45 526 Yes Flexural Strength, psi 900 58 906 Yes Six of the twelve sections have PCC thickness exceeding the respective target PCC thickness by more than 0.5 inch. The target 14-day flexural strength has been met, based on average 14-day flexural strength values. Data Availability A summary of the data available for the sections in this site is Table 12. The initial faulting and distress survey was conducted only in 1996 though the section was opened to traffic in 1993. Table 12 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 5 5 7 5 0214 4 4 7 5 0215 5 5 7 5 0216 4 4 7 5 0217 6 6 8 7 0218 7 7 8 7 0219 7 7 8 7 0220 7 7 8 7 0221 7 7 8 7 0222 7 7 8 7 0223 7 7 8 7 0224 7 7 8 7

B1-10 Delaware (10) Site Description The site is located on US 113 between Milford and Georgetown, Delaware. The site was included in the additional two southbound lanes to an initial to-lane roadway. Within the area of the site, there is an intersecting highway that is assumed to cause only insignificant impact on truck traffic through the test sections. Other inventory data has been summarized in Table 13. Table 13 Summary of inventory data Construction Issues A variety of construction issues have been reported in the construction report. Problems were encountered with weather and poor performance of concrete in some test sections. The main issues have been summarized below: • All the 550-psi PCC has been replaced with the Delaware DOT Type ‘B’ mix that gives a flexural strength of approximately 650 psi. Extensive cracking (poor performance) prompted the Delaware DOT officials to take this decision. • Some 900-psi concrete was also replaced (sections 0202 and 0206), with 900-psi mix with 7.5-bag mix, after breaking and removing cracked PCC. • Also 900-psi mix was found hard finish during paving operations. • Concrete patching was done at many locations where cracks appeared on the PCC. • Transverse shrinkage cracks appeared in LCB before PCC was laid. • During construction of the LCB, depressions occurred due to stoppage of the paver. Transverse cracks were observed at some of these depressions. • “High spots” were milled before paving was done for some of the sections. • Edge drains did not extend to the full length of the PATB in section 0211. • A transverse construction joint was placed within section 0212. • The road was opened to traffic before all the joints were sealed. Site code 10 Climatic zone Wet Freeze Average annual precipitation 1144 mm Average annual freezing index 103 oC-days Traffic open date 1st of May 1996 ‘Proposed’ traffic 430 KESALs/year Subgrade soil type Coarse grained Inside shoulder type AC Outside shoulder type AC

B1-11 Site Status As said above, the 550-psi SHRP mix has been replaced with Delaware DOT Type ‘B’ mix after the 550-psi SHRP mix was found to be performing poorly (shrinkage cracking). This is the main deviation at this site. A summary of the status of the design factors at this site is in Table 14. Seven of the twelve test sections have been built with PCC layers thicker than their respective target thickness, by at least 0.5 in. Also, the flexural strength of the PCC of the sections are different from the target strength by more than 10%. Table 14 Summary of status of design factors Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0201 8 8.3 DGAB No 12 Yes 0202 8 8.8 DGAB No 14 No 0203 11 11.7 DGAB No 14 No 0204 11 11 DGAB No 12 Yes 0205 8 9.2 LCB No 12 No 0206 8 8.9 LCB No 14 No 0207 11 11.3 LCB No 14 Yes 0208 11 12.1 LCB No 12 No 0209 8 8.2 PATB Yes 12 Yes 0210 8 8.3 PATB Yes 14 Yes 0211 11 11.8 PATB Yes 14 No 0212 11 12.4 PATB Yes 12 No Target Std. Dev. Actual (average) Average Within 10%? 550 101 657 No Flexural Strength, psi 900 152 757 No Data Availability A summary of the data available for the sections in this site is Table 15. Table 15 Summary of data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0201 7 7 7 5 0202 6 6 7 4 0203 6 6 7 4 0204 6 6 7 4 0205 5 5 7 4 0206 5 5 7 4 0207 6 6 7 4 0208 6 6 7 4 0209 7 7 7 5 0210 5 5 7 4 0211 5 5 7 4 0212 6 6 7 4

B1-12 Iowa (19) Site Description The site is located in the northbound lanes of U.S. 65 in central Iowa, northeast of Des Moines. The project was included in the relocation of the U.S. 65 in both the northbound and southbound lanes. A summary of other inventory data is in Table 16. Table 16 Summary of inventory data Construction Issues No major construction problems have occurred during construction of the report, as per the construction report. Some of the main issues are as follows: • In six of the twelve sections at the site (0213, 0214, 0215, 0217, 0219, and 0221), underground structures were located. The depth of the structures has a range of 2.4 m to 12.2 m, with reference to the profile grade. • At least 0.3 m of geotextile was removed from the longitudinal edge of the sections because of the low permeability of the geotextile. • During placement of the PCC slab for the test section 0222 incorrect dowel baskets were placed. The section was thus relocated to avoid this area. Site Status Five sections (0215, 0216, 0221, 0223, and 0224) have been built with PCC thickness greater than corresponding target PCC thickness by a margin of 0.5 in. Also the average 14-day flexural strength of the sections is lesser than the corresponding target flexural strength by a margin greater than 10% of the target flexural strength. Table 17 is a summary of the status of the design features at the site. Site code 19 Climatic zone Wet Freeze Average annual precipitation 901 mm Average annual freezing index 580 oC-days Traffic open date 1st of December 1994 ‘Proposed’ traffic 377 KESALs/year Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

B1-13 Table 17 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 8.5 DGAB No 14 Yes 0214 8 8.4 DGAB No 12 Yes 0215 11 11.8 DGAB No 12 No 0216 11 11.6 DGAB No 14 No 0217 8 8.1 LCB No 14 Yes 0218 8 8.2 LCB No 12 Yes 0219 11 11.2 LCB No 12 Yes 0220 11 11.4 LCB No 14 Yes 0221 8 9.4 PATB Yes 14 No 0222 8 8.3 PATB Yes 12 Yes 0223 11 11.7 PATB Yes 12 No 0224 11 11.6 PATB Yes 14 No Target Std. Dev. Actual (average) Average Within 10%? 550 31 467 No Flexural Strength, psi 900 47 753 No Data Availability A summary of the available monitoring data for the sections at this site is in Table 18. Though the site is almost 10 years old, the deflection data is available only for about 4 tests, on an average. Table 18 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 6 6 8 4 0214 5 5 8 3 0215 6 6 8 3 0216 6 6 8 3 0217 6 6 8 4 0218 6 6 8 4 0219 6 6 8 4 0220 6 6 8 4 0221 6 5 8 4 0222 5 5 7 3 0223 5 5 8 3 0224 5 5 8 3

B1-14 Kansas (20) Site Description The site is located in the westbound driving lane of Interstate 70 near Abilene in Dickinson County. The project was included in the reconstruction of I-70 and was built on fill. The other inventory data are summarized in Table 19. Table 19 Summary of inventory data Construction Issues The main construction issues encountered at this site are as follows: • Underground structures were present at the site in sections 0208 through 0212 and 0204. The drains were at least 1.5 m below the pavement surface. • Two partial-depth repairs were done to the test section 0204 in the year 1995. • Vertical curves exist within the limits of the site. • PATB was difficult to place. Excess PATB was removed with a trimmer. • Existing subbase and shoulder material was retained. • Subgrade was dried up prior to construction using Type ‘C’ Fly Ash. Site Status Table 20 is the summary of the status of design factors at the site. Two sections, 0202 and 0209, have at least 0.5 inches as deviation from target PCC slab thickness. Test section 0202 has been built 0.6” thinner and 0209 has been built 0.5” thicker than corresponding target thicknesses. Also the average 14-day flexural strength of the sections with target 14-day modulus of rupture as 550-psi is more than 10% higher than the target (see Table 20). Partial depth repairing was performed on section 0201 in the year 2995 resulting in a change in ‘construction number’ for the section since that year. Site code 20 Climatic zone Wet Freeze Average annual precipitation 820 mm Average annual freezing index 259 oC-days Traffic open date 1st of August 1992 ‘Proposed’ traffic 757 KESALs/year Subgrade soil type Fine grained Inside shoulder type PCC Outside shoulder type PCC

B1-15 Table 20 Summary of status of the design factors Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0201 8 7.7 DGAB No 12 Yes 0202 8 7.4 DGAB No 14 No 0203 11 11.1 DGAB No 14 Yes 0204 11 11.3 DGAB No 12 Yes 0205 8 7.8 LCB No 12 Yes 0206 8 7.9 LCB No 14 Yes 0207 11 11.3 LCB No 14 Yes 0208 11 11 LCB No 12 Yes 0209 8 8.5 PATB Yes 12 No 0210 8 8.3 PATB Yes 14 Yes 0211 11 11.1 PATB Yes 14 Yes 0212 11 10.9 PATB Yes 12 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 47 613 No Flexural Strength, psi 900 50 843 Yes Data Availability Table 21 is the summary of the monitoring data availability. Though the site is about 12 years old, the monitoring data available is for less than or equal to six tests for distress and deflection data. Also, unlike in the case most of the sections in the experiment, the faulting data and distress data are not available to the same extent in this site. Table 21 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0201 6 4 11 4 0202 6 4 12 3 0203 6 4 12 3 0204 6 4 12 4 0205 6 4 12 4 0206 6 4 12 4 0207 6 4 12 4 0208 6 4 12 4 0209 5 3 12 3 0210 6 4 12 4 0211 6 4 12 4 0212 6 4 12 4

B1-16 Michigan (26) Site Description The Michigan SPS-2 site is located on the US 23 (Ottawa Lake, Monroe County), which is a rural principal arterial. The project was included in the reconstruction of US 23. Consear Road bisects the site. Most of the sections were constructed on fills. Some of the sections (0218 and 0219) were constructed on a superelevation. The other inventory data for the site has been summarized in Table 22. Table 22 Summary of inventory data Construction Issues The major construction issues, from the construction report, at the Michigan site are as follows: • The traffic flow over all of the test sections is not uniform as Consear road bisects the site. • Moisture content of the compacted subgrade was not maintained in the range of 85 to 120% of the optimum moisture content on sections 0213 through 0220. • The DGAB for section 0221 segregated. • The Geotextile fabric did not extent to the stipulated minimum depth of 1’ under the pavement. • Rutting (1/2” to 1-3/4”) occurred in PATB due to traffic that was allowed to pass over the outside shoulder area of PATB during construction. • A transverse construction joint was located in the LCB of section 0218. • Longitudinal cracking of LCB was observed in 0217 and 0220, which could be due to the paving machines that were allowed to operate from the outside shoulder area. • LCB in sections 0218, 0219 and 0220 and PCC in sections 0215 and 0219 had lesser than 1” of slump, which is the stipulated value. • Embankment clay dried out and desiccation cracks appeared • Rutting developed from 0-15 to 0+15 near the inner wheel path and 0-02 to 0+15 in the outer wheel path of 0221 Site code 26 Climatic zone Wet Freeze Average annual precipitation 866 mm Average annual freezing index 382 oC-days Traffic open date 1st of November 1993 ‘Proposed’ traffic 1505 KESALs/year Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

B1-17 • Transverse shrinkage cracks appeared in LCB soon after construction • Extra amount of water entered the pavement structure since this section is located on superelevation, which drains toward the outside shoulder. • PCC Concreting delayed by a month in 0216 Site Status Table 23 is the summary for the status of the design features of the sections at this site. Four of the twelve sections (0213, 0214, 0217, and 0218) were built with PCC thickness deviation of at least 0.5 in. The average 14-day modulus of rupture of PCC of the sections with target 14-day strength of 550-psi is greater than the target by a margin of 10% of the target strength (see Table 23). Table 23 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 8.6 DGAB No 14 No 0214 8 8.9 DGAB No 12 No 0215 11 11.2 DGAB No 12 Yes 0216 11 11.4 DGAB No 14 Yes 0217 8 8.5 LCB No 14 No 0218 8 7.1 LCB No 12 No 0219 11 10.9 LCB No 12 Yes 0220 11 11.1 LCB No 14 Yes 0221 8 8.2 PATB Yes 14 Yes 0222 8 8.4 PATB Yes 12 Yes 0223 11 11 PATB Yes 12 Yes 0224 11 11.2 PATB Yes 14 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 30 617 No Flexural Strength, psi 900 4 973 Yes Sections 0213, 0215, 0217 and 0218 were de-assigned from the experiment in the years 1999, 2000, 1999, and 1998. Data Availability A summary of the extent of monitoring data available in the LTPP database for the site is Table 24. Though the site is about 11 years old, the deflection data is available for only 3 to 6 tests. Unlike in the case of other sites, this site has high variation in the extent of available data among the test sections. The section 0218 has the least amount of data.

B1-18 Table 24 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 5 4 6 5 0214 6 6 10 5 0215 5 5 7 4 0216 8 7 10 5 0217 4 3 5 4 0218 3 3 4 3 0219 7 7 10 5 0220 8 7 9 5 0221 9 8 9 6 0222 7 7 10 5 0223 8 8 10 5 0224 8 7 10 4

B1-19 Nevada (32) Site Description The site is located in north central Nevada, in the outer eastbound lane of Interstate 80, in Humboldt and Lander Counties. The other inventory data are summarized in Table 25. Table 25 Summary of inventory data Construction Issues The Nevada site has many serious construction issues according to the construction report. The PCC layer had a wide range of construction issues. It is highly unlikely, according to the construction report, that any of the sections will last the intended life for the experiment. A majority of the problems with the PCC paving came as a result of the mixes being significantly different from those typically used. Major construction issues, from the construction report, are as follows: • The site was constructed after removal of an existing AC pavement. After removal of then existing AC layer, cement treated base, and DGAB, it was found that the subgrade was ‘unsuitable’ as per NDOT specifications. For this, lime stabilization was done to the top one foot of the in-situ subgrade soil. • Higher deflections were observed in stabilized subgrade soil of sections 0201, 0205, 0207, and 0209, compared to that of other sections • The PCC consisted of mixes different from the ones stipulated by the SHRP. The sections that were supposed to have PCC of 550-psi 14-day flexural strength have a 475-psi mix and the sections with target 14-day flexural strength of 900-psi have a 750-psi mix. This change was made to the design as it was found difficult to attain the 900-psi strength stipulated by SHRP, with locally available materials. • Sections 0205, 0207 and 0208 had shrinkage cracking in the LCB before paving operations were carried out. • Section 0212 had severe cracking following paving and was removed in 1995. The section was replaced with nonconforming materials and thus was removed from the experiment. Also sections 0203, 0205, and 0208 had shrinkage cracks following paving. Site code 32 Climatic zone Dry Freeze Average annual precipitation 222 mm Average annual freezing index 276 oC-days Traffic open date 1st of September 1995 ‘Proposed’ traffic 800 KESALs/year Subgrade soil type Fine grained Inside shoulder type PCC Outside shoulder type PCC

B1-20 Site Status Table 26 is the summary of status of the design features at this site. Six of the eleven sections (see Table 25) have been built with PCC slab thicker than target thickness at least by a margin of 0.5 in. Also the average 14-day flexural strength of the sections is more than 10% (of target strength) below the target strength. Full-depth repairing was conducted on section 0201 in 1999 and 2000. This has been reported in the database as a rehabilitation construction event. In addition sections 0202 and 0206 have been de-assigned from the experiment in 1997. Table 26 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0201 8 9.2 DGAB No 12 No 0202 8 8.2 DGAB No 14 Yes 0203 11 11.9 DGAB No 14 No 0204 11 11.8 DGAB No 12 No 0205 8 8.5 LCB No 12 No 0206 8 7.8 LCB No 14 Yes 0207 11 10.9 LCB No 14 Yes 0208 11 11 LCB No 12 Yes 0209 8 8.9 PATB Yes 12 No 0210 8 10.1 PATB Yes 14 No 0211 11 11.3 PATB Yes 14 Yes 0212 11 - - - - - Target Std. Dev. Actual (average) Average Within 10%? 550 33 490 No Flexural Strength, psi 900 87 730 No Data Availability Table 27 is a summary of extent of monitoring data available for the sections at this site. Table 27 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0201 7 7 7 6 0202 2 2 2 2 0203 7 7 7 4 0204 8 8 7 17 0205 7 7 7 6 0206 2 2 2 2 0207 7 7 7 4 0208 7 7 7 4 0209 8 8 7 5 0210 8 8 7 6 0211 7 7 7 4 0212 - - - -

B1-21 North Carolina (37) Site Description The site is located in the southbound lanes of U. S. 52 near Lexington, N. C. It is a four lane divided highway. There is an interchange to US 64 on the site and 0204 is on the south of the interchange. The other inventory data are summarized in Table 28. Table 28 Summary of inventory data Construction Issues No major construction issues have occurred at the site, according to the construction report. The main construction issues are as follows: • Shrinkage cracks occurred at several locations in LCB before paving was done. Cracks were covered with tar paper before paving. Repairing was done to the PCC slabs that had cracks that reflected from LCB. • The PATB layer was placed 5” thick instead of 4” thick in 0209 and 0210. • All sections in the site were constructed with dowels with diameter of 38 mm. The stipulation requires dowels with diameter of 25 mm for sections with 203 mm-thick PCC slab and dowels with diameter of 38 mm for sections with 279 mm-thick PCC slab. • Cement or lime stabilization was done to top 7 or 8 inches of the subgrade for sections 0204 and 0207. • The DGAB and LCB extended only to two feet from the pavement edge and not to the shoulder edge as stipulated for SPS-2. • Edge drains were located at a two-feet offset from the pavement edge instead of at 8-feet, which is an SPS-2 specification. Stone was used as trench backfill instead of PATB. • Shoulders were made of Econocrete instead of asphalt concrete. • In section, 0203, a contraction joint was located in LCB. • No compaction was done around the TDR probes in section 0201. This may cause post construction settlement of the pavement. Site code 37 Climatic zone Wet No Freeze Average annual precipitation 1151 mm Average annual freezing index 47 oC-days Traffic open date 1st of July 1994 ‘Proposed’ traffic 715 KESALs/year Subgrade soil type Fine grained Inside shoulder type PCC Outside shoulder type PCC

B1-22 Site Status A summary of the status of the design features at the site is Table 29. Sections 0201, 0202, 0207, 0209 and 0210 were constructed at least 0.5” thicker than their respective target thickness. The flexural strength data is available only for three sections. Sections with target 14-day flexural strength of 550-psi have average 14-day flexural strength higher than target by a margin of more than 10% (of target strength). Table 29 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0201 8 9 DGAB No 12 No 0202 8 8.9 DGAB No 14 No 0203 11 11.2 DGAB No 14 Yes 0204 11 11.2 DGAB No 12 Yes 0205 8 8 LCB No 12 Yes 0206 8 8.4 LCB No 14 Yes 0207 11 11.6 LCB No 14 No 0208 11 11.2 LCB No 12 Yes 0209 8 8.6 PATB Yes 12 No 0210 8 9.1 PATB Yes 14 No 0211 11 11.4 PATB Yes 14 Yes 0212 11 10.9 PATB Yes 12 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 61 693 No Flexural Strength, psi 900 N/A 850 Yes Data Availability A summary of monitoring data availability is Table 30. The large extent of data available for the section 0201 could be because the section is a DLR and SMP section. Table 30 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0201 8 9 9 47 0202 5 6 9 4 0203 5 6 9 4 0204 5 5 9 4 0205 5 6 9 4 0206 5 6 9 4 0207 5 6 9 4 0208 5 5 8 4 0209 7 8 9 7 0210 5 6 9 4 0211 5 6 9 4 0212 5 5 9 4

B1-23 North Dakota (38) Site Description The site is located in the eastbound lanes of I-94 in eastern North Dakota, west of Fargo. I-94 is a rural interstate. Table 31 is a summary of other inventory data. The project is reconstruction of an existing PCC pavement. Table 31 Summary of inventory data Construction Issues The site is located on a flat terrain, which is part of the old Lake Agassiz. The extremely wet clay soils delayed the construction during rains. The project opening was thus delayed by more than a month. The key observations from the construction report are as follows: • The LCB was hard to place. For this the mix was changed to increase the strength of this layer. • Shrinkage cracks in LCB reflected on the PCC layer in section 0217 and the cracks were sealed. • The PATB was difficult to place, as it was very “fluid”. Site Status The status of the design features at the site is summarized in Table 32. No data for 14-day flexural strength of PCC is available in the LTPP database (Release 17). All the sections have been constructed with actual PCC thickness deviation (from target thickness) less than 0.5”. Rehabilitation repairing was done to all the sections of the site. AC shoulder restoration was done to all the sections in the year 1997. Partial-depth repairing was done to section 0217 in 1998 and in 1999. Partial-depth repairing was also done in 1999 in 0216. Site code 38 Climatic zone Wet Freeze Average annual precipitation 545 mm Average annual freezing index 1313 oC-days Traffic open date 1st of November 1994 ‘Proposed’ traffic 420 KESALs/year Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

B1-24 Table 32 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 8.2 DGAB No 14 Yes 0214 8 7.9 DGAB No 12 Yes 0215 11 11 DGAB No 12 Yes 0216 11 11.2 DGAB No 14 Yes 0217 8 7.9 LCB No 14 Yes 0218 8 7.9 LCB No 12 Yes 0219 11 10.9 LCB No 12 Yes 0220 11 10.9 LCB No 14 Yes 0221 8 8.1 PATB Yes 14 Yes 0222 8 8.2 PATB Yes 12 Yes 0223 11 11.1 PATB Yes 12 Yes 0224 11 10.8 PATB Yes 14 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 N/A N/A - Flexural Strength, psi 900 N/A N/A - Data Availability Table 33 is the summary of the extent of monitoring data available for the sections in this site. Though the site is about 10 years old, the IRI and FWD data is available only for 5 tests each. Table 33 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 7 7 5 5 0214 6 6 5 5 0215 6 5 5 5 0216 6 5 5 5 0217 7 7 5 5 0218 6 6 5 5 0219 6 6 5 5 0220 6 6 5 5 0221 7 7 5 5 0222 6 6 5 5 0223 6 6 5 5 0224 6 6 5 5

B1-25 Ohio (39) Site Description The Ohio site is located in the northbound lanes of U. S. 23 in Delaware County, central Ohio. The four-lane highway is a rural arterial. Table 34 Summary of inventory data *Section 0211 has a PCC shoulder Construction Issues According to the construction report, no major construction problems and/ or deviations have occurred at this site. Site Status Table 35 is summary of the status of design features at the site. A substantial deviation Table 35 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0201 8 7.9 DGAB No 12 Yes 0202 8 8.3 DGAB No 14 Yes 0203 11 10.9 DGAB No 14 Yes 0204 11 11.1 DGAB No 12 Yes 0205 8 8 LCB No 12 Yes 0206 8 7.9 LCB No 14 Yes 0207 11 11.1 LCB No 14 Yes 0208 11 11 LCB No 12 Yes 0209 8 8.1 PATB Yes 12 Yes 0210 8 8 PATB Yes 14 Yes 0211 11 11.4 PATB Yes 14 Yes 0212 11 10.6 PATB Yes 12 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 56 684 No Flexural Strength, psi 900 153 614 No Site code 39 Climatic zone Wet Freeze Average annual precipitation 972 mm Average annual freezing index 375 oC-days Traffic open date 1st of October 1996 ‘Proposed’ traffic 608 KESALs/year Subgrade soil type Fine grained Inside shoulder type AC* Outside shoulder type AC

B1-26 from the target flexural strengths is to be noted. The average 14-day flexural strength of sections with 550-psi as target strength is much higher than the target and that of the sections with target strength as 900-psi is much lesser than 900-psi. Moreover, the average 14-day flexural strength PCC in sections with target strength of 550-psi is greater than that of PCC of sections with target strength of 900-psi. Data Availability Table 36 is a summary of the extent of monitoring data available for the test sections at this site. Section 0204 is a SMP section. This could be the reason for higher extent of data available for the section. Table 36 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0201 5 5 8 8 0202 5 5 8 7 0203 5 5 8 8 0204 6 6 8 21 0205 5 5 8 9 0206 4 4 8 7 0207 4 4 8 8 0208 4 4 8 8 0209 5 5 8 8 0210 5 5 8 7 0211 5 5 8 8 0212 5 5 8 6

B1-27 Ohio (39) Site Description The Ohio site is located in the northbound lanes of U. S. 23 in Delaware County, central Ohio. The four-lane highway is a rural arterial. Table 37 Summary of inventory data *Section 0211 has a PCC shoulder Construction Issues According to the construction report, no major construction problems and/ or deviations have occurred at this site. Site Status Table 35 is summary of the status of design features at the site. A substantial deviation Table 38 Summary of status of design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0201 8 7.9 DGAB No 12 Yes 0202 8 8.3 DGAB No 14 Yes 0203 11 10.9 DGAB No 14 Yes 0204 11 11.1 DGAB No 12 Yes 0205 8 8 LCB No 12 Yes 0206 8 7.9 LCB No 14 Yes 0207 11 11.1 LCB No 14 Yes 0208 11 11 LCB No 12 Yes 0209 8 8.1 PATB Yes 12 Yes 0210 8 8 PATB Yes 14 Yes 0211 11 11.4 PATB Yes 14 Yes 0212 11 10.6 PATB Yes 12 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 56 684 No Flexural Strength, psi 900 153 614 No Site code 39 Climatic zone Wet Freeze Average annual precipitation 972 mm Average annual freezing index 375 oC-days Traffic open date 1st of October 1996 ‘Proposed’ traffic 608 KESALs/year Subgrade soil type Fine grained Inside shoulder type AC* Outside shoulder type AC

B1-28 from the target flexural strengths is to be noted. The average 14-day flexural strength of sections with 550-psi as target strength is much higher than the target and that of the sections with target strength as 900-psi is much lesser than 900-psi. Moreover, the average 14-day flexural strength PCC in sections with target strength of 550-psi is greater than that of PCC of sections with target strength of 900-psi. Data Availability Table 36 is a summary of the extent of monitoring data available for the test sections at this site. Section 0204 is a SMP section. This could be the reason for higher extent of data available for the section. Table 39 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0201 5 5 8 8 0202 5 5 8 7 0203 5 5 8 8 0204 6 6 8 21 0205 5 5 8 9 0206 4 4 8 7 0207 4 4 8 8 0208 4 4 8 8 0209 5 5 8 8 0210 5 5 8 7 0211 5 5 8 8 0212 5 5 8 6

B1-29 Washington (53) Site Description The site is located in the northbound lanes of SR 395 in eastern Washington. The route is an urban principal arterial. Table 40 Summary of other inventory data Construction Issues The major observations from the construction report are as follows: • Average moisture content of the subgrade soil was 5.8% below optimum. • Construction traffic provided compaction effort. • The section 0203 that was built on cut has most variation in deflections, as observed from the FWD testing. • Section 0207 had a high compressive strength of LCB compared to other sections, which could be due to the low water-cement ratio. • In sections 0209 and 0212, the embankment soil was accidentally placed on shoulder and because of this the PATB voids could have been clogged. Also during paving, the PCC slurry that spilled over the PATB in shoulder, though scrapped off later, could have clogged the PATB voids. • Patching was done to the fabric of edge drains in 0209 and 0212. • Surface voids appeared immediately due to the mix being unconsolidated. • Following paving, shrinkage cracks appeared throughout the section 0206. Site Status The status of the design features has been summarized in Table 41. Five of the twelve sections have deviation of at least 0.5” from the respective target PCC thickness. All the five sections have been built at least 0.5” thicker than the respective target thickness. Also, the average 14-day flexural strength of the sections with target 14-day flexural strength of 550-psi is below the 10% (of target strength) error range. Site code 53 Climatic zone Dry Freeze Average annual precipitation 308 mm Average annual freezing index 265 oC-days Traffic open date 1st of November 1995 ‘Proposed’ traffic 462 KESALs/year Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

B1-30 Table 41 Summary of status of design factors Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 8.7 DGAB No 14 No 0214 8 8.3 DGAB No 12 Yes 0215 11 11.1 DGAB No 12 Yes 0216 11 11.2 DGAB No 14 Yes 0217 8 8.5 LCB No 14 No 0218 8 8.6 LCB No 12 No 0219 11 11.1 LCB No 12 Yes 0220 11 11.2 LCB No 14 Yes 0221 8 9 PATB Yes 14 No 0222 8 8.3 PATB Yes 12 Yes 0223 11 11.8 PATB Yes 12 No 0224 11 11.3 PATB Yes 14 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 55 485 No Flexural Strength, psi 900 35 831 Yes Data Availability Table 42 is the summary of monitoring data availability. Table 42 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 8 8 8 6 0214 8 8 8 6 0215 8 8 8 5 0216 8 8 8 6 0217 8 8 8 6 0218 8 8 8 6 0219 8 8 8 6 0220 8 8 8 6 0221 8 8 8 6 0222 8 8 8 6 0223 8 8 8 6 0224 8 8 8 6

B1-31 Wisconsin (55) Site Description The site is located on the westbound and eastbound STH-29, a rural arterial road, in Marathon County, Wisconsin. The other inventory data are summarized in Table 43. Table 43 Summary of inventory data Construction Issues No major construction issues exist for the site. The main issues are as follows: • Undisturbed soil samples could not be obtained for testing, as the project was a replacement of a PCC pavement. The PCC slab was removed and fill was placed. • A stiff or rigid layer exists below 20 feet. Site Status Table 44 is the summary of the status of the design features of the sections at the site. Section 0222 was constructed 0.5” thicker than the target thickness of 8”. The average 14-day flexural strength of the sections with target 14-day strength of 550-psi is higher by 10% of the target strength. Site code 55 Climatic zone Wet Freeze Average annual precipitation 815 mm Average annual freezing index 998 oC-days Traffic open date 1st of November 1997 ‘Proposed’ traffic 151 KESALs/year Subgrade soil type Coarse grained Inside shoulder type No data Outside shoulder type No data

B1-32 Table 44 Summary of status of the design features Slab Thickness, in. SHRP ID Design Actual Base Type Drainage Lane Width, ft As designed? 0213 8 8.5 DGAB No 14 Yes 0214 8 8.4 DGAB No 12 Yes 0215 11 11.3 DGAB No 12 Yes 0216 11 11.1 DGAB No 14 Yes 0217 8 8.2 LCB No 14 Yes 0218 8 8.4 LCB No 12 Yes 0219 11 11.3 LCB No 12 Yes 0220 11 11.2 LCB No 14 Yes 0221 8 8.3 PATB Yes 14 Yes 0222 8 8.5 PATB Yes 12 No 0223 11 11.3 PATB Yes 12 Yes 0224 11 11.4 PATB Yes 14 Yes Target Std. Dev. Actual (average) Average Within 10%? 550 28 633 No Flexural Strength, psi 900 53 884 Yes Data Availability Table 45 is a summary of the monitoring data available for the sections at the site. Though the site is about seven years old, the distress data and FWD data are available for only three tests. Table 45 Summary of monitoring data availability Monitoring data availability, No. of surveys Distress SHRP ID Manual Faulting IRI FWD 0213 3 3 7 3 0214 3 3 6 3 0215 3 3 7 3 0216 3 3 7 3 0217 3 3 7 3 0218 3 3 7 3 0219 3 3 7 3 0220 3 3 7 3 0221 3 3 7 3 0222 3 3 7 3 0223 3 3 7 3 0224 3 3 7 3