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

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APPENDIX C Site Summaries for SPS-8 experiment (Inventory/construction details and performance of flexible and rigid pavements)

C-2 Site summaries for flexible pavements in SPS-8 experiment Arkansas (5) Site Description The site is located on US-65 Frontage Road in Jefferson County. The ADT at the site is 30 ADT for both the lanes, which is less than stipulated traffic of 100 vehicles per day. The inventory data for the sections are summarized in Table C-1. Table C- 1 Inventory data for AR (5) Construction Issues According to the construction report (December 1998), ‘minor deviations’ were observed in construction. The following are the main construction issues encountered at the site: • WIM equipment was not installed and traffic monitoring data was not submitted. • Thickness exceeded the target thickness at localized areas but the average thickness confirms with specifications. • Post construction coring was done only on the 18th day after casting, instead of 14th day, because of harsh weather and equipment issues. Performance Summary The pavement performance for this site has been monitored for 5 years. Both flexible pavement sections have not shown any sign of cracking except longitudinal cracking- NWP has just started in section 0804. High initial roughness of 1.14 and 1.39 m/km were observed for sections 0803 and 0804 respectively. Site code 5 Climatic zone Wet-No-Freeze Average annual precipitation 1374 mm Average annual freezing index 46.2 oC-days Traffic open date 1st December 1997 Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

C-3 California (6) Site Description The site California is located on the northbound lane of Sycamore Street which is a low volume traffic frontage road to US-99 at Delhi, about 18 miles south of Modesto, California. The two-way AADT at the site, as per the construction report, is 1240 vehicles. The inventory data for the sections are summarized in Table C-2. Table C- 2 Inventory data for CA (6) Construction Issues According to the construction report (August 2001), minor deviations occurred at the site. The following are the main construction issues encountered at the site: • All sections at site are located on gently curving alignment. • In section 06-A806 shoulder auger probe drilling was performed at the beginning of test section instead of the mid point of the test section. Performance Summary The pavement performance for this site has been monitored only for 3 years. Both flexible pavement sections have not shown any signs of cracking. Initial roughness of 1.0 and 0.94 m/km were observed for sections A805 and A806 respectively. Site code 6 Climatic zone Dry-No-Freeze Average annual precipitation 316 mm Average annual freezing index - oC-days Traffic open date 1st November 1999 Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

C-4 Mississippi (28) Site Description The site at Mississippi is located on SR-315 in Panola County. The two flexible sections were laid out on the east and west side of a bridge. The inventory data for the sections are summarized in Table C-3. Table C- 3 Inventory data for MS (28) Construction Issues According to the construction report (Feb 1998), minor deviations occurred at these sites, as summarized below: • Extra fill material, consisting entirely of base material was dumped on top of subgrade before subgrade sampling and testing. • Binder mix was substituted for the asphalt concrete base layer. • Contractor had to cut portions of the test sections to fix some soft spots in base layer. • Nuclear density and moisture content tests were not obtained on the subgrade layer. No FWD testing was conducted on the subgrade. • Quantities of the binder in asphalt layer were less than what was called for in the material sampling test plan. Performance Summary The pavement performance for this site has been monitored for 6 years. Fatigue (1.6%) and longitudinal-WP (11 m) cracking are observed on section 0806. Also section 0805 has shown high level of longitudinal cracking-NWP (91 m). A rut depth of more than 5mm is also observed for section 0806. High change in roughness is observed for thin asphalt section (0805) as compared to thick asphalt section (0806). These values are 1 m/km and 0.38 m/km respectively. Site code 28 Climatic zone Wet-No-Freeze Average annual precipitation 1427 mm Average annual freezing index 57 oC-day Traffic open date 1st November 1996 Subgrade soil type Coarse grained Inside shoulder type AC Outside shoulder type AC

C-5 Missouri (29) Site Description Two projects were constructed in Missouri at two different locations. The sections at the first site (site 290800) are 290801 and 290802 while the sections at the second project (site 29A800) are 29A801 and 29A802. Site 290800 is located on the frontage road to the west of US-65 in Christian County. Site 29A800 is located on the frontage road, west of US-61 in Ralls County. The inventory data for the sections are summarized in Table C-4. Table C- 4 Inventory data for MO (29) Construction Issues According to the construction report (June 1998), no deviations occurred at any of the sites. Performance Summary The pavement performance for this site has been monitored for 5 years. There are two sites for SPS-8 experiment in this state. Overall the site 0800 has shown better performance than site A800. Low levels of fatigue cracking are observed in both section A801 and A802. Also, both of these sections have exhibited high levels of longitudinal cracking both WP and NWP. Transverse cracking is also observed in these two sections with section A802 showing higher length of cracking. High change in roughness is observed for thin asphalt section (A901) as compared to thick asphalt section (A802). These values are 0.71 m/km and 0.38 m/km respectively. Site code 290800 29A800 Climatic zone Wet-Freeze Wet-Freeze Average annual precipitation 1079 mm 945mm Average annual freezing index 167 oC-days 334 oC-day Traffic open date 1st July 1998 December 1998 Subgrade soil type Fine grained Fine grained (Active) Inside shoulder type AC No shoulder Outside shoulder type AC AC

C-6 Montana (30) Site Description The Montana site was constructed in Deer Lodge County on State Route 273 in the vicinity of Anaconda. The average annual daily traffic in two directions for this section of the roadway was 660 in 1994. The inventory data for the sections are summarized in Table C-5. Table C- 5 Inventory data for MT (30) Construction Issues According to the construction report (August 1996), “minor deviations’ occurred at the site. The main construction issues encountered at the site are as follows: • One section was cut and the other was on a fill. The cut section was undercut during the construction and same fill material was used in both sections. • In section 30-0805 the average DGAB thickness was 7.1” which is less than the target thickness of 8” for this section. • Significant deflection difference between sections was found between both the subgrade and base layers. Performance Summary The pavement performance for this site has been monitored for 8 years. Low levels of fatigue cracking are observed in both sections 0805 and 0806 with thinner section showing higher cracking. Also, both of these sections have exhibited high levels (> 50 m) of longitudinal cracking-WP. Higher change in roughness is observed for thin asphalt section (0805) as compared to thick asphalt section (0806). These values are 0.18 m/km and 0.10 m/km respectively. Site code 39 Climatic zone Dry-Freeze Average annual precipitation 371 mm Average annual freezing index 574 oC-days Traffic open date 1st June 1994 Subgrade soil type Coarse grained Inside shoulder type AC Outside shoulder type AC

C-7 New Jersey (34) Site Description The New Jersey site was undertaken by the Port Authority of NY/NJ. These projects are located at JFK airport. The project is inside JFK airport west of taxiway “O” and east of the restricted service road. The two main SHRP SPS sections and two Port Authority supplemental sections are laid in parallel next to each other. This layout is unlike other GPS and SPS section which come in series following each other. The inventory data for the sections are summarized in Table C-6. Table C- 6 Inventory data for NJ (34) Construction Issues The construction issues and deviations report is not available for this site. Performance Summary The pavement performance for this site has been monitored for 6 years. No cracking is observed on both the sections at this site. A raveling of 72 sq-m is observed in section 0801. Both the SPS-8 sections at this site were constructed with a very higher initial roughness, with thin asphalt section (0801) showing higher initial roughness as compared to thick asphalt section (0806). These values are 3.22 m/km and 1.54 m/km respectively. However, the change in roughness is not high for both sections. Site code 34 Climatic zone Wet-Freeze Average annual precipitation 1071 mm Average annual freezing index 127 oC-days Traffic open date August 1993 Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

C-8 New Mexico (35) Site Description The New Mexico site is located on I-10 Frontage Road in Grant County. The inventory data for the sections are summarized in Table C-7. Table C- 7 Inventory data for NM (35) Construction Issues According to the construction report (May 1997), “minor deviations’ occurred at the site. The main construction issues encountered at the site are as follows: • The thickness of DGAB layer varies more than 1-inch which is greater than the allowable in the construction guideline. • The site was opened to traffic during the construction of the test section. The subgrade showed the signs of rutting and was re-graded before laying DGAB layer. Performance Summary The pavement performance for this site has been monitored for 6 years. Fatigue cracking has just started in both the sections at this site. High levels (> 50 m) of longitudinal cracking-NWP are observed in both sections with thicker section exhibiting higher cracking. Raveling is also observed on both sections. Both the SPS-8 sections at this site were constructed with an initial roughness of 1.07 m/km and 0.91 m/km respectively. Site code 35 Climatic zone Dry-No-Freeze Average annual precipitation 346 mm Average annual freezing index 9 oC-days Traffic open date 1st November 1996 Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

C-9 New York (36) Site Description The New York site is located on Lake Ontario State Parkway, Route 947A and LOSP 49- 1, from Yanty Creek to route 260 near the town of Hamlin, Monroe County. The inventory data for the sections are summarized in Table C-8. Table C- 8 Inventory data for NY (36) Construction Issues The construction issues and deviations report is not available for this site. Performance Summary The pavement performance for this site has been monitored for 8 years. Fatigue cracking is observed in both the sections at this site with thinner section exhibiting higher cracking than the thicker. The percentages of fatigue craking are 20% and 5% respectively. High levels (> 50 m) of longitudinal cracking-NWP are observed in both sections with thicker section exhibiting higher cracking. Both the SPS-8 sections at this site were constructed with an initial roughness of 1.0 m/km and 1.07 m/km respectively. Site code 36 Climatic zone Wet-Freeze Average annual precipitation 891 mm Average annual freezing index 437 oC-days Traffic open date 1st November 1994 Subgrade soil type Fine grained (Active) Inside shoulder type AC Outside shoulder type AC

C-10 North Carolina (37) Site Description The North Carolina site is located on the north bound lane of SR 124, off SR 1209 in Onslow County which is 10 km from the Albert J. Ellis Airport and 30 km from Jacksonville. The inventory data for the sections are summarized in Table C-9. Table C- 9 Inventory data for NC (37) Construction Issues According to the construction report (Dec 1998), “minor deviations’ occurred at the site. The main construction issues encountered at the site are as follows: • The finished elevations of the DGAB layer did not meet the 12 mm tolerance in all the sections. • No prime coat was used on the DGAB layer before paving. • The lane width of 3.05 was constructed at this site, which is the minimum width allowed as compared to a standard lane width of 3.66 m. • The shoulder width was also reduced to 0.61 m as compared to the minimum 1.22 m specified in the SPS-8 construction guidelines. Performance Summary The pavement performance for this site has been monitored for 5 years. No fatigue cracking is observed in both the sections at this site. Raveling is also observed on both sections. Both the SPS-8 sections at this site were constructed with an initial roughness of 1.21 m/km and 1.33 m/km respectively. Higher change in the roughness is shown by thicker section as it was constructed rougher than the thinner section. Site code 37 Climatic zone Wet-No-Freeze Average annual precipitation 1342 mm Average annual freezing index 14 oC-days Traffic open date 1st December 1997 Subgrade soil type Fine grained (Active) Inside shoulder type AC Outside shoulder type AC

C-11 Ohio (39) Site Description The site is a reconstruction project located on a ramp that carries traffic from SR-229 onto southbound US-23, in Delaware County. The inventory data for the sections are summarized in Table C-10. Table C- 10 Inventory data for OH (39) Construction Issues According to the construction report (June 1998), “minor deviations’ occurred at the site. The main construction issues encountered at the site are as follows: • Underground structures were located within the sections. The under ground structure in section 39-0804 has shown abnormal settlement. • Compaction problems were encountered during the placement of the intermediate AC leveling course. These problems were solved but premature cracking developed in the shoulder at these locations. • Surface irregularities, from rod and level survey, exceeded the tolerance of 6.4 mm. Performance Summary The pavement performance for this site has been monitored for only 2 years. No cracking is observed on both the sections at this site. Section 0803 (thin section) has shown a severe rutting (>20 mm) in the second year of its service life. Both the SPS-8 sections at this site were constructed with an initial roughness of 1.23 m/km and 1.18 m/km respectively. Very high change in the roughness is observed by both the sections at this site. These values of change in IRI for thin and thick sections are 2.24 m/km and 1.69 m/km respectively. Site code 39 Climatic zone Wet-Freeze Average annual precipitation 972 mm Average annual freezing index 374 oC-days Traffic open date 1st November 1994 Subgrade soil type Fine grained (Active) Inside shoulder type AC Outside shoulder type AC

C-12 South Dakota (46) Site Description The project is located in North Central South Dakota on State Highway 1804. The site is about 1 mile south of t he North Dakota border and about 7 miles northwest of Pollock, South Dakota. . The two-way AADT at this site is 73 with an estimated 14000 ESAL per year. The inventory data for the sections are summarized in Table C-11. Table C- 11 Inventory data for SD (46) Construction Issues According to the construction report (June 1996), “minor deviations’ occurred at the site. The main issues encountered at the site are as follows: • The earthwork and base material was completed in 1992 and the asphalt layer was placed in 1993. During this time, the base was completely sealed with a tack coat to hold the material in place and to limit the amount of moisture going in the un- bound layer. Performance Summary The pavement performance for this site has been monitored for 9 years. High levels of transverse cracking are observed on both the sections at this site with thinner section showing higher cracking. Both the SPS-8 sections at this site were constructed with an initial roughness of 0.81 m/km and 0.82 m/km respectively. A change in IRI of 0.18 m/km and 0.39 m/km is observed in both the sections at this site. Site code 46 Climatic zone Dry-Freeze Average annual precipitation 423 mm Average annual freezing index 978 oC-days Traffic open date 1st Jun 1993 Subgrade soil type Fine grained (Active) Inside shoulder type AC Outside shoulder type AC

C-13 Texas (48) Site Description The Texas site is located on FM-2223 in Brazos County. The inventory data for the sections are summarized in Table C-12. Table C- 12 Inventory data for TX (48) Construction Issues According to the construction report (July 2000), “minor deviations’ occurred at the site. The main issues encountered at the site are as follows: • Construction of the DGAB layer showed a wide variation in the layer thickness. • Also surface thickness contained high variations. Performance Summary The pavement performance for this site has been monitored for 7 years. No cracking distresses are observed on both the sections at this site. Both the SPS-8 sections at this site were constructed with an initial roughness of 0.76 m/km and 1.05 m/km respectively. A negligible change in IRI is observed in both the sections at this site. Site code 48 Climatic zone Wet-No-Freeze Average annual precipitation 1015 mm Average annual freezing index 10 oC-days Traffic open date 1st July 1996 Subgrade soil type Fine grained Inside shoulder type AC Outside shoulder type AC

C-14 Utah (49) Site Description This SPS-8 project was constructed in Wasatch County on State Route 35 (Wolf Creek Road) near Francis, Utah. The design annual average daily traffic (AADT) for this roadway was 390 vehicles per day with 2% trucks. The inventory data for the sections are summarized in Table C-13. Table C- 13 Inventory data for UT (49) Construction Issues According to the construction report (September 1998), “minor deviations’ occurred at the site. The main issues encountered at the site are as follows: • Some of the base material was finer than specified. • The variation in DGAB and AC layer thickness was higher than allowed. However the mean thicknesses were within specifications. • The AC aggregates were finer than specified. • Subgrade deflections for FWD were outside the allowable range of FWD sensors. Performance Summary The pavement performance for this site has been monitored for 5 years. No cracking distresses are observed on both the sections at this site. Both the SPS-8 sections at this site were constructed with an initial roughness of 1.0 m/km and 0.93 m/km respectively. A negligible change in IRI is observed in both the sections at this site. Site code 49 Climatic zone Dry-Freeze Average annual precipitation 473 mm Average annual freezing index 498 oC-days Traffic open date 1st October 1997 Subgrade soil type Coarse grained Inside shoulder type AC Outside shoulder type AC

C-15 Washington (53) Site Description This SPS-8 project was constructed in Columbia County on the North Touchet Road in Dayton, Washington. These sections are located in the northbound lane near milepost 4. The design annual average daily traffic (AADT) for this roadway in 1994 was 600 vehicles per day with 3% trucks. Other inventory data for the sections are summarized in Table C-14. Table C- 14 Inventory data for WA (53) Construction Issues According to the construction report (September 1997), no major deviations occurred at the site. The constructions issues which were highlighted for this project are: • Sections are located on a side hill. The initial estimate was that no excavation would be required; however, excavation was required which made both sections over a fill. • Over-excavation was replaced by the shot rock and a barrow selected material. This can affect the subgrade type i.e. it may not behave as active subgrade. Performance Summary The pavement performance for this site has been monitored for 7 years. High levels (> 50 m) of longitudinal cracking-NWP are observed on both the sections at this site with thinner section showing higher length of cracking. Both the SPS-8 sections at this site were constructed with an initial roughness of 0.9 m/km and 1.26 m/km respectively. A negligible change in IRI is observed in both the sections at this site. Site code 53 Climatic zone Wet-Freeze Average annual precipitation 510 mm Average annual freezing index 169 oC-days Traffic open date 1st November 1995 Subgrade soil type Fine grained (Active) Inside shoulder type AC Outside shoulder type AC

C-16 Wisconsin (55) Site Description The Wisconsin SPS-8 project is located on Apple Lane (frontage road) on the north side of Wisconsin State Highway 29 (STH-29) in Marathon County. This site is about 0.8 km east of Hatley, Wisconsin and adjacent to the SPS-1 site. The design annual average daily traffic (AADT) for this roadway in 1994 was 100 vehicles per day with 7.4% trucks. Other inventory data for the sections are summarized in Table C-15. Table C- 15 Inventory data for WI (55) Construction Issues According to the construction report (September 1997), no major deviations occurred at this site. The constructions issues which were highlighted for these projects are: • Section 55-0805 was relocated 198 m (650 ft) to the west of the original alignment because old Portland cement concrete was found 152 mm to 203 mm below the surface. • Shoulders were constructed with a minimum width of 1 m instead of the required 1.2 m. Performance Summary The pavement performance for this site has been monitored for 5 years. No cracking distress is observed on both of the sections at this site. Both the SPS-8 sections at this site were constructed with an initial roughness of 1.01 m/km and 1.04 m/km respectively. A negligible change in IRI is observed in both the sections at this site. Site code 55 Climatic zone Wet-Freeze Average annual precipitation 814 mm Average annual freezing index 1015 oC-days Traffic open date 1st November 1997 Subgrade soil type Coarse grained Inside shoulder type AC Outside shoulder type AC

C-17 Site summaries for rigid pavements in SPS-8 experiment Arkansas (5) Site Description The site is located on US-65 Frontage Road in Jefferson County. The ADT at the site is 30 ADT for both the lanes, which is less than stipulated traffic of 100 vehicles per day. The inventory data for the sections are summarized in Table C-16. Table C- 16 Inventory data for AR (5) Construction Issues According to the construction report (December 1997), ‘minor deviations’ were observed in construction. The following are the main construction issues encountered at the site: • WIM equipment was not installed and traffic monitoring data was not submitted. • Thickness exceeded the target thickness at localized areas but the average thickness confirms with specifications. • Post construction coring was done only on the 18th day after casting, instead of 14th day, because of harsh weather and equipment issues. Performance This site is located in the Wet No Freeze zone and was opened to traffic in December 1997. The AADT (two-way), from construction report that was used for calculation of design ESAL is 38 vehicles/day. The sections at this site are about 5 years old. Low severity longitudinal spalling was observed at the sections at this site. 46 m and 38 m of low-severity spalling occurred at sections 0809 and 0810, respectively. 30 and 24% of joints in sections 0809 and 0810 have exhibited faulting of 1.0 mm. None of the joints have faulted greater than 1.0 mm. The initial roughness of the sections was 1.7 m/km and it unchanged after 4 years of service. Site code 5 Climatic zone Wet No Freeze Average annual precipitation 1339 mm Average annual freezing index 41 oC-days Traffic open date 1st of December 1997 Subgrade soil type Fine grained Inside shoulder type PCC Outside shoulder type PCC

C-18 Colorado (8) Site Description The site Colorado is located on Chestnut Street in Adams County. The two-way AADT at the site, as per the construction report, is 2500 in 1992. The inventory data for the sections are summarized in Table C-17. Table C- 17 Inventory data for CO (8) Construction Issues According to the construction report (June 1998), “several deviations” occurred at the site. The following are the main construction issues encountered at the site: • The amount of fly ash used was 25% which is more than15% that is stipulated by guidelines. • According to the LTPP personnel present at the site during construction, “very poor” climatic conditions prevailed during construction that caused the construction to happen at a faster rate. Performance This site is located in the Dry Freeze zone and was opened to traffic in January 1994. The AADT (two-way), from construction report that was used for calculation of design ESAL is 2500 vehicles/ day. All types of distresses were observed by sections at this site. Section 0812 did not exhibit cracking, spalling, scaling or corner breaking. One occurrence each of corner break and scaling has been observed in section 0811. Longitudinal cracking of 7.7 m (all of medium severity) and 5 transverse cracks (4 of medium and 1 of low severity) have been observed in the section apart from 2 occurrences (0.8 m long of medium severity) of transverse spalling. Though 24% and 39% of joints in sections 0811 and 0812 have measurable faulting, 12% of joints in section 0811 have faulting >1.0 mm or more while 1 joint in 0812 has faulting >1.0mm. Though the initial roughness of both the sections was 1.6 m/ km, according to the latest survey (November 2003), 0811 has roughness of 2.3 m/ km and 0812 has roughness of 1.8 m/ km, after 9 years of service. Site code 8 Climatic zone Dry Freeze Average annual precipitation 379 mm Average annual freezing index 306 oC-days Traffic open date 1st of January 1994 Subgrade soil type Coarse grained Inside shoulder type AC Outside shoulder type AC

C-19 Missouri (29) Site Description Two projects were constructed in Missouri at two different locations. The sections at the first site (site 290800) are 290807 and 290808 while the sections at the second project (site 29A800) are 29A807 and 29A808. Site 290800 is located on the frontage road to the west of US-65 in Christian County. Site 29A800 is located on the frontage road, west of US-61 in Ralls County. The inventory data for the sections are summarized in Table C- 18. Table C- 18 Inventory data for MO (29) * Construction completion date, from construction report According to the construction report (June 1998), no deviations occurred at any of the sites. Performance Two projects were constructed in Missouri at two different locations. The sections at the first site (site 290800) are 290807 and 290808 while the sections at the second project (site 29A800) are 29A807 and 29A808. The sites are located in Wet Freeze zone. The AADT (two-way) at sites 290800 and 29A800 is 50 (4000 ESALs/yr) and 118 vehicles/day (7200 ESALs/yr), respectively. Traffic was opened on sites 290800 and 29A800 in July and December of 1998, respectively. No distress was observed at site 29A800 while sections at site 290800 exhibited cracking and spalling. Section 0808 exhibited longitudinal spalling of 4.5 m (low severity) while section 0807 exhibited longitudinal and transverse spalling of 37 and 0.5 m (low severity) apart from 0.5 m of longitudinal cracking (low severity) and 3 transverse cracks (medium severity). At the site 290800, sections 0807 and 0808 had measurable faulting at 30% and 24 % of joints. One joint each at these sites faulted 2.0 mm. At the site 29A800, faulting occurred only in section A807. 21% of joints had faulting of 1.0mm at the section. No change in roughness was observed in any of the sections in Missouri after 5 years of service. The average initial roughness of the 4 sections is 1.6 m/ km. Site code 290800 29A800 Climatic zone Wet Freeze Wet Freeze Average annual precipitation 1076 mm 947 mm Average annual freezing index 163 oC-days 325 oC-day Traffic open date 1st of July 1998 December 1998* Subgrade soil type Fine grained Fine grained (Active) Inside shoulder type AC No shoulder Outside shoulder type AC AC

C-20 Ohio (39) Site Description The site is a reconstruction project located on a ramp that carries traffic from SR-229 onto southbound US-23, in Delaware County. The inventory data for the sections are summarized in Table C-19. Table C- 19 Inventory data for OH (39) Construction Issues According to the construction report (June 1998), “minor deviations’ occurred at the site. The main construction issues encountered at the site are as follows: • Underground structures were located within the sections. • Compaction was not done to 95% of Maximum Proctor Density in section 390809. Segregation was also observed at the location where target compaction was not achieved. • Surface irregularities, from rod and level survey, exceeded the tolerance of 6.4 mm. • Air content in PCC exceeded the limit of 7.5 % and slumps were below the recommendation of 38 mm. Performance This site is located in the Wet Freeze zone and was opened to traffic in November 1994. The AADT (two-way), from construction report that was used for calculation of design ESAL is 500 vehicles/day. Spalling and cracking occurred at this site. While section 0810 had 79 m of longitudinal spalling (low severity), section 0809 exhibited 1 transverse crack (medium severity) and 0.7 m of longitudinal spalling (low severity). 23% of joints at each of the sections have measurable faulting and one joint in 0809 had faulting of 2.0 mm. A change in roughness of 0.1 m/km was observed at both the sections after 8 years of service, though sections 0809 and 0810 had initial roughness of 1.9 and 1.6 m/ km. Site code 39 Climatic zone Wet Freeze Average annual precipitation 976 mm Average annual freezing index 339 oC-days Traffic open date 1st of November 1994 Subgrade soil type Fine grained (Active) Inside shoulder type AC Outside shoulder type AC

C-21 Texas (48) Site Description The site is located in Bell County, Texas. The inventory data for the sections are summarized in Table C-20. Table C- 20 Inventory data for TX (48) Construction Issues According to the construction report (July 2000), “minor deviations’ occurred at the site. The main issues encountered at the site are as follows: • The lane width of the sections is 3.3 m instead of 3.7 m. • The base layer thickness for the initial 62 m is not known for section 48A808 as subgrade elevations were not available. • Longitudinal tie bars were 1016 mm long and were placed 990 mm center-to- center. The guidelines require 762 mm long tie bars at 762 mm center-to-center distance. • Dowel bars were of 44.5 mm diameter while the guidelines require bars of 38 mm diameter. Performance This site is located in the Wet No Freeze zone and was opened to traffic in July 1996. The design traffic is 2.2 KESAL/yr. None of the distresses occurred at this site. 73% of joints at each of the sections have measurable faulting. While 15% of joints faulted greater than 3.0 mm in section A808, 15% of joints faulted 2.0 mm in section A807. Roughness of sections A807 and A808 changed to 3.5 and 3.7 m/ km from 3.4 and 3.6 m/ km, respectively, after 6 years of service. Site code 48 Climatic zone Wet No Freeze Average annual precipitation 871 mm Average annual freezing index 17 oC-days Traffic open date 1st of July 1996 Subgrade soil type Active Inside shoulder type No Shoulder Outside shoulder type PCC

C-22 Washington (53) Site Description The site is located on Smith Springs Road, Walla Walla County. Other inventory data for the sections are summarized in Table C-21. Table C- 21 Inventory data for WA (53) Construction Issues According to the construction report (July 2000), “no deviations’ occurred at the site. The base layer thickness for the initial 62 m is not known for section 48A808 as subgrade elevations were not available. Performance This site is located in the Dry Freeze zone and was opened to traffic in November 1995. According to the construction report, the design traffic is 9.1 KESAL/yr, calculated using AADT (two-way) of 60 vehicles/day. None of the distresses occurred at A809. Transverse spalling of 0.4 m length (low severity) occurred in section A810. No measurable faulting occurred at the sections. Roughness of sections remained unchanged, after 7 years of service, from average initial roughness of 1.0 m/ km. Site code 53 Climatic zone Dry Freeze Average annual precipitation 384 mm Average annual freezing index 152 oC-days Traffic open date 1st of November 1995 Subgrade soil type Fine grained Inside shoulder type No Shoulder Outside shoulder type AC