Geotechnical Engineering Report

Transcription

1 Geotechnical Engineering Report In-Place Soil Survey North Western Road From West Hall of Fame Avenue to West Lakeview Road Stillwater, Oklahoma June 18, 2 Terracon Project No Prepared for: Olsson Associates Oklahoma City, Oklahoma Prepared by: Terracon Consultants, Inc. Oklahoma City, Oklahoma

2 June 18, 2 lrerracan Olsson Associates 21 N.W. 63rd Street, Suite 13 Oklahoma City, OK Attn: Re: Mr. Russell Beaty, P.E. P: [4] E: rbeaty@olssonassociates.com Geotechnical Engineering Report In-Place Soil Survey North Western Road From West Hall of Fame Avenue to West Lakeview Road Stillwater, Oklahoma Terracon Project No Dear Mr. Beaty: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. These services were performed in general accordance with our Proposal No. P368 dated January 3, 2. We appreciate the opportunity to work with you on this project. If you have any questions regarding this report, or if we may be of further service in other ways, please let us know. Sincerely, Terracon Consultants, Inc. Cert. Of Auth. #CA-431 exp. 6/3/ Andy Wilshire, E.I. Staff Geotechnical Professional AW:NT\srsln:\projects\ \project documen ts~un2 Copies to: Addressee (1 via ) Terr aeon Consultants, Inc. 471 North Stiles Avenue Oklahoma City, Oklahoma 73 P [4] 43 F [4] 7 49 terracon.com Environmental Facilities Geotechnical Materials

3 Geotechnical Engineering Report In-Place Soil Survey North Western Road Stillwater, Oklahoma June 18, 2 Terracon Project No TABLE OF CONTENTS Page 1. INTRODUCTION FIELD DATA COLLECTION AND FINDINGS Pavement Coring and Subgrade Testing PAVEMENT SECTION RECOMMENDATIONS Geotechnical Considerations Earthwork Site Preparation Subgrade Preparation Fill Material Requirements Fill Placement Compaction Requirements Utility Trench Backfill Traffic Pavement Design Parameters Pavement Section Recomendations Drainage Maintenance GENERAL COMMENTS...7 APPENDIX A - PAVEMENT CORING AND SUBGRADE TESTING Exhibit A-1 Exhibits A-2 to A- Exhibits A-6 to A-27 Exhibits A-28 to A-47 Exhibit A-48 Site Location Map Boring Location Plans Pavement Core Logs DCP Results In-Place Soil Survey Table APPENDIX B - LABORATORY TESTING Exhibit B-1 Exhibits B-2 to B-3 Moisture Density Relationship Resilient Modulus Test Results APPENDIX C - SUPPORTING DOCUMENTS Exhibit C-1 Exhibit C-2 General Notes Unified Soil Classification System Responsive Resourceful Reliable

4 GEOTECHNICAL ENGINEERING REPORT IN-PLACE SOIL SURVEY NORTH WESTERN ROAD FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA Terracon Project No June 18, 2 1. INTRODUCTION We understand that North Western Road from West Hall of Fame Avenue extending approximately 1.4 miles north to West Lakeview Road in Stillwater, Oklahoma will be reconstructed. This project also includes improvements to the North Western Road, West Hall of Fame Avenue and Farm Road intersection and the North Western Road and West McElroy Road intersection. Terracon performed pavement coring, subgrade sampling, and testing. The results of the borings and diagrams showing their approximate locations are included in this report. This report discusses the data collection methods, data collected, recommendations for pavement subgrade preparation, and pavement section thicknesses. 2. FIELD DATA COLLECTION AND FINDINGS 2.1 Pavement Coring and Subgrade Testing Twenty-two pavement cores were collected in the traffic lanes of North Western Road from West Hall of Fame Avenue extending approximately 1.4 miles north to West Lake View Road, at the North Western Road, West Hall of Fame Avenue and Farm Road intersection, and the North Western Road and West McElroy intersection. Cores were cut with a diamond bit rotary core drill. The cores were 6 inches in diameter and penetrated the bound layers of the pavement. Diamond impregnated core barrels were used to cut the cores. Water was used to flush cuttings to the surface and cool the core barrel bit. The core logs are included in Appendix A of this report. Review of the field measurements show that the cores generally consist of asphaltic concrete underlain by a layer of sand asphalt, aggregate base, or stabilized subgrade base. In general, the pavement section consists of approximately 2 to 1 inches of asphaltic concrete. The sand asphalt, aggregate base or stabilized subgrade base layer was Responsive Resourceful Reliable 1

5 Geotechnical Engineering Report In-Place Soil Survey North Western Road Stillwater, Oklahoma June 18, 2 Terracon Project No approximately 2 to 7 inches thick. Logs of the cores are presented on the Pavement Core Logs in Exhibits A-6 through A-27 in Appendix A. After coring the existing pavement, the pavement subgrade soils were tested in-situ with a Dynamic Cone Penetrometer (DCP) to depths of about 3 feet with exception of C-1 and C- 2. The results of DCP tests are included in Exhibits A-28 through A-47 in Appendix A of this report. Disturbed subgrade samples of the pavement subgrade soils were collected using a hand auger. The borings were drilled to depths of approximately 36 inches below the bottom of the pavement. Classification tests were generally performed on selected representative subgrade soils from the core locations. The subsurface profiles are shown on the In-Place Soil Survey Table in Exhibit A-48. The soil samples collected from the borings were sealed and returned to the laboratory for testing. One major soil type (A-6) was encountered in our hand auger borings. Similar soils were combined into two bulk samples. Classification tests were performed on those combined bulk samples. Standard Proctor and resilient modulus tests were performed on both bulk samples. The test results of the pavement subgrade soils are included in Appendix B of this report. After collecting the pavement subgrade soils, the core locations on the drive lanes were backfilled with similar materials. 3. PAVEMENT SECTION RECOMMENDATIONS 3.1 Geotechnical Considerations The existing pavement subgrade consists of lean to fat clay with varying amount of sand and gravel, and sand with varying amounts of clay and silt. Some of the clay has moderate to high plasticity which is capable of significant reduction in shear strength with increases in moisture content. Based on the results of the borings, our field observations and our understanding of the project, we recommend that the roadway be reconstructed full depth. We understand that a rigid pavement section is the preferred pavement for this project. Recommendations for pavement subgrade preparation and pavement section for full-depth pavement reconstruction are provided in the following sections. Responsive Resourceful Reliable 2

6 Geotechnical Engineering Report In-Place Soil Survey North Western Road Stillwater, Oklahoma June 18, 2 Terracon Project No Earthwork The following presents recommendations for subgrade preparation and construction of engineered fills on the project. The recommendations presented for design and construction of the pavements are contingent upon following the recommendations outlined in this section. Grading should extend an appropriate distance beyond the limits of the proposed pavement areas Site Preparation Site preparation for the proposed project should include removing the existing pavement, sand asphalt, aggregate/stabilized base, vegetation, topsoil, and other unsuitable materials encountered on-site. Actual removal depths should be determined at the time of construction by a representative of the geotechnical engineer Subgrade Preparation The near surface soils at the boring locations generally consisted of lean to fat clay with varying amounts of sand and gravel and sand with varying amounts of clay and silt. Recommendations regarding subgrade preparation are provided in the following paragraphs. After stripping the site and completing any required cuts, but before placing fill, we recommend the exposed subgrade be proofrolled with a loaded tandem-axle dump truck having a minimum gross weight of tons or other equipment having a similar subgrade loading. Proofrolling should be observed by a representative of the geotechnical engineer. Depressions or excavations should be cleaned of loose material and backfilled as outlined in the following paragraphs. Soft, unstable soil located during the proofrolling should be overexcavated and replaced with properly compacted approved soils if it cannot be adequately compacted in place. Relatively soft subgrade soils were encountered in several of the borings. Therefore, we anticipate isolated unstable areas may be encountered during proofrolling. We also expect the subgrade soils beneath the existing pavement section to have accumulated moisture over the life of the pavement. The extent of unstable soil cannot be determined at this time. Following site stripping and proofrolling, the exposed subgrade in areas to receive new fill should be scarified to a depth of 8 inches, adjusted to a workable moisture content that is at or above its optimum value and be compacted to at least 9 percent of the material s maximum dry density as determined by test method AASHTO T-99 (standard Proctor). To reduce potential trafficability problems and strength loss, and to improve the long-term subgrade support, we recommend that the top 8 inches of the subgrade be treated with hydrated lime, Class C fly ash or cement kiln dust. Based on past experience with soils Responsive Resourceful Reliable 3

7 Geotechnical Engineering Report In-Place Soil Survey North Western Road Stillwater, Oklahoma June 18, 2 Terracon Project No similar to those present at the site, we estimate to 7 percent hydrated lime or 1 to 14 percent Class C fly ash or cement kiln dust will be needed to adequately treat the on-site soils. The actual percentage of additive should be determined at the time of construction by the geotechnical engineer. If lime is used, it should be blended into the subgrade and allowed to cure for 48 to 72 hours before being remixed and compacted. Before compaction, the treated soil zone should be adjusted to within 2 percent of the material s optimum moisture as determined by test method AASHTO T-99. After conditioning the soil to the required moisture content, the treated subgrade should be compacted to at least 98 percent of the material s maximum dry density as determined by test method AASHTO T-99. If CKD or flyash is used, compaction should be completed within about two hours after initially mixing the soil and stabilizing agent to optimize the stabilization benefit Fill Material Requirements All fill required to develop the design subgrade elevation should be an approved material that is free of organic matter and debris as outlined in the following table Fill Type 1 Acceptable Location for Placement Imported or On-Site Soils with <PI< 3 Pavement areas 2 Prior to any filling operations, samples of the proposed borrow and on-site materials should be obtained for laboratory Atterberg limits and moisture-density testing. The tests will provide a basis for material acceptance and evaluation of fill compaction by in-place density testing. A qualified soil technician should perform sufficient in-place density tests during the filling operations to evaluate that proper levels of compaction, including dry unit weight and moisture content, are being attained. Controlled, compacted fill should consist of approved materials free of organic matter and debris and contain a maximum rock size of 3 inches. The proposed fill materials should be approved by the geotechnical engineer prior to placement. Provided the top 8 inches of the pavement subgrade is treated with hydrated lime, Class C fly ash or cement kiln dust as discussed in section Subgrade Preparation. Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift Fill Placement Compaction Requirements Recommended compaction and moisture content criteria for engineered fill materials are as follows: ITEM Fill Lift Thickness 9-inches or less in loose thickness DESCRIPTION Responsive Resourceful Reliable 4

8 Geotechnical Engineering Report In-Place Soil Survey North Western Road Stillwater, Oklahoma June 18, 2 Terracon Project No ITEM Compaction Requirements Moisture Content DESCRIPTION At least 9% of the material s maximum dry density as determined by the standard Proctor test method, AASHTO T-99, except that treated depth of pavement subgrade should be at least 98%. Workable moisture content that is at or above its optimum value as determined by the standard Proctor test method, AASTHO T-99 at the time of placement and compaction Utility Trench Backfill Care should be taken to properly backfill utility cuts in pavement areas. All trenches created for utility access under the pavement should be effectively sealed to restrict water intrusion and flow along the trenches. We recommend using a clay soil to construct a trench plug that extends at least feet out from the edge of the pavements. The clay should have a minimum plasticity index (PI) of and be placed in controlled lifts not exceeding 9 inches in loose thickness so as to surround the utility line and fill the trench. Each lift of clay backfill should be compacted to at least 9 percent of the material s maximum standard Proctor dry density (AASHTO T-99), at a minimum moisture content that is within 2 percentage points of the AASHTO T-99 optimum value. 3.3 Traffic The following traffic information was provided by the client: 214 ADT = 6,44 23 ADT = 11,17 Terracon assumed the following traffic data information for the subject project: Total Truck Traffic, T = 1% Traffic Growth Ratio (% yr.) = 3.% Analysis Period = 2 years Design ESALs - Rigid = 2.7 million If these assumptions for design traffic loading are inconsistent with those desired by the client, the updated traffic information should be submitted for our review regarding any potential changes to our design recommendations. Responsive Resourceful Reliable

9 Geotechnical Engineering Report In-Place Soil Survey North Western Road Stillwater, Oklahoma June 18, 2 Terracon Project No Pavement Design Parameters Based on the field and laboratory test results and our previous experience with soils similar to those encountered on site, and the assumption that the pavement subgrade will be constructed as recommended in the previous paragraphs, the following design parameters were used in the analyses. PAVEMENT DESIGN PARAMETERS Input Parameter Concrete/Rigid Reliability 8% Initial Serviceability 4. Terminal Serviceability 2. Standard Deviation.3 Load Transfer 2.9 Subgrade Strength K = 1 pci Drainage.9 3. Pavement Section Recommendations The rigid pavement section was calculated using the 1993 AASHTO design method. Based on the analyses discussed above, the following pavement section can be considered for this project. MINIMUM PAVEMENT RECOMMENDATIONS * Section II Portland Cement Concrete (3, psi, Air Entrained) 9. Dowel Jointed Plain Concrete 8. Treated Subgrade * All materials should meet the ODOT Standard Specifications for Highway Construction. This pavement sections is considered minimal sections based upon the expected traffic and the existing subgrade conditions. However, it is expected to function with periodic maintenance and overlays if effective drainage is provided and maintained. 3.6 Drainage Minimizing subgrade saturation is an important factor in maintaining subgrade strength. Water allowed to pond on or adjacent to pavements could saturate the subgrade and cause premature pavement deterioration. The pavement should be sloped to provide rapid surface Responsive Resourceful Reliable 6

10 Geotechnical Engineering Report In-Place Soil Survey North Western Road Stillwater, Oklahoma June 18, 2 Terracon Project No drainage, and positive surface drainage should be maintained away from the edge of the paved areas. Design alternatives that could reduce the risk of subgrade saturation and improve long term pavement performance include crowning the pavement subgrade to drain toward the edges (rather than to the center of the pavement areas) and installing surface drains next to any areas where surface water could pond. 3.7 Maintenance Periodic maintenance extends the service life of the pavement and should include crack sealing, surface sealing and patching of any deteriorated areas. Also, thicker pavement sections could be used to reduce the required maintenance and extend the service life of the pavement. Failure to follow these recommendations could result in premature pavement distress and higher maintenance costs. 4. GENERAL COMMENTS The analyses and recommendations presented in this report are based upon the data obtained from deflection tests and coring performed at the indicated locations and from other information discussed in this report. The scope of services for this project does not include either specifically or by implication any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed, and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied are intended or made. In the event that any information furnished to us, as outlined in this report, is inaccurate or changes, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the pavement engineer. Responsive Resourceful Reliable 7

11 APPENDIX A PAVEMENT CORING AND SUBGRADE TESTING

12 N DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES l'n>joamrg: llmm Byo AW DWT l'nljoa No Scalk llerracon NTS Ched<edl!y neno. Consulting Engineers and Scientists AW (A1 A),\ppovedBy Dair 471 N STILES AVE O!<LAHOMA CITY. OKlJ\HOMA 7316 NKT JUNE 2 Pit. (4) 2S-43 FAX. (46)7-49 SITE LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA EXHIBIT A1

13 LEGEND N ~ BORING LOCATION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES l'n>joamrg: llmm Byo AW DWT l'nljoa No Scalk llerracon NTS Ched<edl!y neno. Consulting Engineers and Scientists AW (A1 A),\ppovedBy Dair 471 N STILES AVE O!<LAHOMA CITY. OKlJ\HOMA 7316 NKT JUNE 2 Pit. (4) 2S-43 FAX. (46)7-49 BORING LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA EXHIBIT A2

14 LEGEND N ~ BORING LOCATION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES l'n>joamrg: llmm Byo AW DWT l'nljoa No Scalk llerracon NTS Ched<edl!y neno. Consulting Engineers and Scientists AW (A1 A),\ppovedBy Dair 471 N STILES AVE O!<LAHOMA CITY. OKlJ\HOMA 7316 NKT JUNE 2 Pit. (4) 2S-43 FAX. (46)7-49 BORING LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA EXHIBIT A3

15 LEGEND N ~ BORING LOCATION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES l'n>joamrg: llmm Byo AW DWT l'nljoa No Scalk llerracon NTS Ched<edl!y neno. Consulting Engineers and Scientists AW (A1 A),\ppovedBy Dair 471 N STILES AVE O!<LAHOMA CITY. OKlJ\HOMA 7316 NKT JUNE 2 Pit. (4) 2S-43 FAX. (46)7-49 BORING LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA EXHIBIT A4

16 LEGEND N ~ BORING LOCATION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES l'n>joamrg: llmm Byo AW DWT l'nljoa No Scalk llerracon NTS Ched<edl!y neno. Consulting Engineers and Scientists AW (A1 A),\ppovedBy Dair 471 N STILES AVE O!<LAHOMA CITY. OKlJ\HOMA 7316 NKT JUNE 2 Pit. (4) 2S-43 FAX. (46)7-49 BORING LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA EXHIBIT A

17 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-1 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 West Lakeview Road, Stillwater, Oklahoma Sand Asphalt 4 1/4 STATION --- Sand Asphalt 2 LANE DIRECTION Westbound (Farm Road) OFFSET FROM CL 4 feet Total Core Thickness 8 1/4 CORE DATA Layer Characteristics Seperation at 6 1/4 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Clayey sand, reddish brown (2.YR 4/3) 1, 14, 11 A-6(2) SC 46 3 Sandy lean clay, dark grayish brown (1YR 4/2) ---, 16, 9 A-4(3) CL 66 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 34 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-6

18 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-2 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 4 West Lakeview Road, Stillwater, Oklahoma Sand Asphalt 8 STATION --- LANE DIRECTION Southbound Outside (Hall of Fame Avenue) OFFSET FROM CL 4 feet Total Core Thickness 12 CORE DATA Layer Characteristics Seperation at 7 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Clayey sand, reddish brown (2.YR 4/3) Lean clay with sand, brown (7.YR /3) --- 4, 16, 29 A-7-6(21) CL 76 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 36 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-7

19 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-3 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 3 1/2 West Lakeview Road, Stillwater, Oklahoma Sand Asphalt 6 STATION --- LANE DIRECTION Northbound Outside (Hall of Fame Avenue) OFFSET FROM CL feet Total Core Thickness 9 1/2 CORE DATA Layer Characteristics LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Clayey sand, reddish brown (2.YR 4/3) 18 1/ Lean clay with sand, reddish brown (YR /4) , 14, 22 A-6(13) CL 7 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 38 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-8

20 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-4 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 3 1/2 West Lakeview Road, Stillwater, Oklahoma Sand Asphalt 3 1/4 Seperation at 6 3/4 inches STATION --- Sand Asphalt 4 1/8 LANE DIRECTION Southbound Outside (Hall of Fame Avenue) OFFSET FROM CL 4 feet Total Core Thickness 1 7/8 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Sandy lean clay, reddish brown (YR /4) Sandy lean clay, reddish brown (YR /4) , 16, 2 A-6(9) CL 6 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 36 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-9

21 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C- Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 1/4 West Lakeview Road, Stillwater, Oklahoma Sand Asphalt 6 1/4 Seperation at 8 1/2 inches STATION --- Asphaltic Concrete 6 LANE DIRECTION Northbound OFFSET FROM CL feet Total Core Thickness 14 1/2 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Clayey sand, dark grayish brown (1YR 4/2) Clayey sand, dark grayish brown (1YR 4/2) , 14, 12 A-2-6() SC 29 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 38 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-1

22 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-6 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 1/2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 3 1/2 STATION --- Asphaltic Concrete 1 /8 LANE DIRECTION Southbound Aggregate Base (not pictured) 4 OFFSET FROM CL feet Total Core Thickness 11 /8 CORE DATA Layer Characteristics LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Lean clay, dusky red (2.YR 3/2) Lean clay, dusky red (2.YR 3/2) --- 4,, A-6(21) CL 8 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 36 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-11

23 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-7 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 1/4 STATION --- Asphaltic Concrete 2 LANE DIRECTION Northbound Sand Asphalt 2 1/4 OFFSET FROM CL 4 feet Total Core Thickness 8 1/2 CORE DATA Layer Characteristics Seperation at 4 1/4 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Clayey sand, reddish brown (2.YR 4/3) Sandy lean clay, reddish brown (YR /4) , 13, 16 A-6() CL Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 3 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-12

24 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-8 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 4 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 STATION --- Sand Asphalt 2 1/4 Crumbling at 7 inches LANE DIRECTION Southbound OFFSET FROM CL feet Total Core Thickness 8 1/4 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Lean clay with sand, reddish brown (YR /4) Lean clay with sand, reddish brown (YR /4) , 14, 23 A-6(16) CL 77 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 34 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-13

25 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-9 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 4 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 3 STATION --- Stabilized Subgrade 7 LANE DIRECTION Northbound OFFSET FROM CL feet Total Core Thickness 14 CORE DATA Layer Characteristics Seperation at 7 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Clayey sand, reddish brown (2.YR 4/3) Clayey sand, reddish brown (2.YR 4/3) --- 3, 13, 17 A-6(4) SC 46 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 36 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-14

26 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-1 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 4 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 4 Seperation at 8 inches STATION --- Stabilized Subgrade 7 LANE DIRECTION Westbound (McElroy) OFFSET FROM CL feet Total Core Thickness Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Lean clay with sand, reddish brown (7.YR /3) Lean clay with sand, reddish brown (7.YR /3) --- 4, 17, 28 A-7-6(24) CL 8 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 36 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-

27 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-11 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 1/2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 1/2 Seperation at inches STATION --- Aggregate Base (not pictured) 4 LANE DIRECTION Eastbound (McElroy) OFFSET FROM CL 4 feet Total Core Thickness 9 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Clayey sand, reddish brown (2.YR 4/3) Lean clay with sand, brown (7.YR /3) --- 4, 17, 28 A-7-6(24) CL 8 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 33 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-16

28 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-12 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 1/4 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 3 3/4 STATION --- Asphaltic Concrete 4 LANE DIRECTION Southbound Stabilized Subgrade 7 OFFSET FROM CL feet Total Core Thickness 17 CORE DATA Layer Characteristics Seperation at 1 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Clayey sand, reddish brown (2.YR 4/3) Clayey sand, reddish brown (2.YR 4/3) , 16, 12 A-6(2) SC 46 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 36 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-17

29 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-13 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 3 STATION --- Asphaltic Concrete 2 LANE DIRECTION Northbound Aggregate Base (not pictured) 2 OFFSET FROM CL 4 feet Total Core Thickness 9 CORE DATA Layer Characteristics Seperation at inches Seperation at 7 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Silt clayey sand, dusky red (2.YR 3/2) Silt clayey sand, dusky red (2.YR 3/2) ,, 6 A-4() SC-SM 74 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 3 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-18

30 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-14 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 1/4 STATION --- Asphaltic Concrete 2 Seperation at 6 1/4 inches LANE DIRECTION Southbound Aggregate Base (not pictured) 2 OFFSET FROM CL 4 feet Total Core Thickness 8 1/4 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Lean clay with sand, reddish brown (YR /4) Lean clay with sand, reddish brown (YR /4) ,, 23 A-6(11) CL 61 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 3 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-19

31 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C- Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 3/4 STATION --- Asphaltic Concrete 1 3/4 LANE DIRECTION Northbound Aggregate Base (not pictured) 2 OFFSET FROM CL 4 feet Total Core Thickness 8 1/2 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Lean clay with sand, reddish brown (YR /4) Lean clay with sand, reddish brown (YR /4) , 13, 14 A-6() CL 6 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 3 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-2

32 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-16 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 1/2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 1/2 STATION --- Asphaltic Concrete 1 LANE DIRECTION Southbound Aggregate Base (not pictured) 3 OFFSET FROM CL 4 feet Total Core Thickness 9 CORE DATA Layer Characteristics Seperation at 2 1/2 inches Seperation at 6 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Lean clay with sand, brown (7.YR /3) Lean clay with sand, brown (7.YR /3) --- 4,, 3 A-7-6(2) CL 72 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 3 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-21

33 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-17 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 1/4 Crumbled at 1/4 inch West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 3/4 Seperation at 3 inches STATION --- Asphaltic Concrete 2 Seperation at inches LANE DIRECTION Northbound Sand Asphalt 3 1/2 OFFSET FROM CL feet Total Core Thickness 8 1/2 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Fat clay with sand, dusky red (2.YR 3/2) Fat clay with sand, dusky red (2.YR 3/2) --- 9, 18, 41 A-7-6(3) CH 74 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 34 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-22

34 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-18 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 1/4 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 1/2 STATION --- Asphaltic Concrete 1 3/4 LANE DIRECTION Southbound Sand Base (not pictured) 4 OFFSET FROM CL feet Total Core Thickness 1 1/2 CORE DATA Layer Characteristics Seperation at 2 1/4 inches Seperation at 6 1/2 inches LL, PL, PI AASHTO USCS Percent Passing No. 2 2 Sandy lean clay, brown (7.YR /3) Sandy lean clay, brown (7.YR /3) --- 4, 16, 29 A-7-6(17) CL 66 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 33 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-23

35 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-19 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 STATION --- Asphaltic Concrete 1/2 LANE DIRECTION Northbound Asphaltic Concrete 1 3/4 Seperation at 6 1/4 inches OFFSET FROM CL 4 feet Sand Base (not pictured) Total Core Thickness 11 1/4 CORE DATA Layer Characteristics LL, PL, PI AASHTO USCS Percent Passing No. 2 Sandy lean clay, reddish brown (YR /4) Sandy lean clay, reddish brown (YR ,, 24 A-6(13) CL 67 /4) Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 32 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-24

36 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-2 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 1/4 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 3 1/4 STATION --- Asphaltic Concrete 1 Seperation and crumbling at 6 1/2 inches LANE DIRECTION Southbound Asphaltic Concrete 2 OFFSET FROM CL 4 feet Sand Base (not pictured) 2 Total Core Thickness 1 1/2 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Sandy lean clay, dark grayish brown (1YR 4/2) Fat clay with sand, dusky red (2.YR 3/2) --- 1, 16, 3 A-7-6(31) CH 87 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 36 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-

37 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-21 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 2 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 1/4 STATION --- Asphaltic Concrete 4 1/4 LANE DIRECTION Northbound Sand Base (not pictured) 4 OFFSET FROM CL 4 feet Total Core Thickness 1 1/2 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Sandy lean clay, dark grayish brown (1YR 4/2) Lean clay with sand, brown (7.YR /3) , 16, A-7-6(16) CL 72 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 32 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-26

38 TOP CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM): CORE NUMBER C-22 Sample Layer DATE CORED 4/21/2 No Layer Type Thickness (in.) Layer Characteristics LOCATION North Western Road from West Hall of Fame Avenue to 1 Asphaltic Concrete 1 3/4 West Lakeview Road, Stillwater, Oklahoma Asphaltic Concrete 2 1/4 STATION --- Asphaltic Concrete 1 1/4 LANE DIRECTION Southbound Asphaltic Concrete 2 3/4 OFFSET FROM CL 4 feet Sand Base (not pictured) 3 Total Core Thickness 11 Percent Passing LL, PL, PI AASHTO USCS CORE DATA No. 2 2 Sandy lean clay, dark grayish brown (1YR 4/ Sandy lean clay, reddish brown (7.YR /3) , 16, 28 A-6(6) CL 74 Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation N/A Honeycomb or "D" Cracking in PCC: Honeycomb "D" Cracking N/A Stabilized Subgrade Beneath Pavement or Sub-base? Yes No Unknown Bottom of Boring at 33 inches below bottom of pavement Water Level Observations None W.D. None A.B. Exhibit A-27

39 DCP TEST DATA File Name: C-1 Project: North Western Road Date: 3-Apr- Location: C-1 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

40 DCP TEST DATA File Name: C-2 Project: North Western Road Date: 3-Apr- Location: C-2 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

41 DCP TEST DATA File Name: C-3 Project: North Western Road Date: 3-Apr- Location: C-3 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

42 DCP TEST DATA File Name: C-4 Project: North Western Road Date: 3-Apr- Location: C-4 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

43 DCP TEST DATA File Name: C- Project: North Western Road Date: 3-Apr- Location: C- Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

44 DCP TEST DATA File Name: C-6 Project: North Western Road Date: 3-Apr- Location: C-6 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

45 DCP TEST DATA File Name: C-7 Project: North Western Road Date: 3-Apr- Location: C-7 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in 2 3 Based on approximate interrelationships of CBR and Bearing values (Design of 3 Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

46 DCP TEST DATA File Name: C-8 Project: North Western Road Date: 3-Apr- Location: C-8 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

47 DCP TEST DATA File Name: C-9 Project: North Western Road Date: 3-Apr- Location: C-9 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in 2 3 Based on approximate interrelationships of CBR and Bearing values (Design of 3 Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

48 DCP TEST DATA File Name: C-11 Project: North Western Road Date: 3-Apr- Location: C-11 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

49 DCP TEST DATA File Name: C-12 Project: North Western Road Date: 3-Apr- Location: C-12 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4

50 DCP TEST DATA File Name: C-13 Project: North Western Road Date: 3-Apr- Location: C-13 Soil Type(s): Lean clay Hammer Soil Type 1.1 lbs lbs. Both hammers used CH CL All other soils No. of Accumulative Type of Blows Penetration Hammer (mm) DEPTH, in CBR DEPTH, mm BEARING CAPACITY, psf DEPTH, in Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland Cement Association, page 8, 19) 4