AUGUST 25, Copyright 2016 Kleinfelder All Rights Reserved

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1 GEOTECHNICAL ENGINEERING REPORT WILL ROGERS TURNPIKE PAVEMENT REHABILITATION FROM MILEPOST 316 TO 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA KLF PROJECT NO AUGUST 25, 2016 Copyright 2016 Kleinfelder All Rights Reserved ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED /TUL16R45722 Page i of iv August 25, Kleinfelder

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3 August 25, 2016 Project : Mr. Kevin Kriewall Craig & Keithline, Inc South Utica Avenue Tulsa, Oklahoma kkriewall@ck-engr.com Subject: Geotechnical Engineering Report Will Rogers Turnpike Pavement Rehabilitation From Milepost 316 to 320 Ottawa County, Oklahoma Dear Mr. Kriewall: Kleinfelder has completed the authorized subsurface exploration and geotechnical engineering evaluation for the above-referenced project. The purpose of the geotechnical study was to explore and evaluate the existing soil properties and subsurface conditions on the Will Rogers Turnpike (from Milepost 316 to 320). The attached Kleinfelder report contains a description of the findings of our field exploration and laboratory testing program, our engineering interpretation of the results with respect to the project characteristics, and our geotechnical site development recommendations as well as construction guidelines for the planned project. Recommendations provided herein are contingent on the provisions outlined in the ADDITIONAL SERVICES and LIMITATIONS sections of this report. The project Owner should become familiar with these provisions in order to assess further involvement by Kleinfelder and other potential impacts to the proposed project. We appreciate the opportunity to be of service to you on this project and are prepared to provide the recommended additional services. Please call us if you have any questions concerning this report. Sincerely, KLEINFELDER, INC. Certificate of Authorization #7292, Expires 06/30/17 Nur Hossain, PE Project Manager James L. Stiady, PhD, PE*, GE* Senior Pavement Engineer *Not Registered in Oklahoma NH/JS: wt / TUL16R45722 Page iii of iv August 25, Kleinfelder Interchange Business Park, East Independence, Suite 102, Tulsa, OK p f

4 TABLE OF CONTENTS SECTION PAGE 1. INTRODUCTION GENERAL PROPOSED CONSTRUCTION SITE CONDITIONS SITE DESCRIPTION SUBSURFACE CONDITIONS PAVEMENT DISTRESS SURVEY LABORATORY TESTING GROUNDWATER OBSERVATIONS FWD TESTING CONCLUSIONS AND RECOMMENDATIONS GENERAL PRIMARY GEOTECHNICAL CONSIDERATIONS Varying Thicknesses of Pavement Conditions of Existing Pavement PAVEMENTS Traffic Information Mill/Overlay Mill/Overlay Design ADDITIONAL SERVICES PLANS AND SPECIFICATIONS REVIEW CONSTRUCTION OBSERVATION AND TESTING LIMITATIONS FIGURES 1 Site Location Diagram 2 to 9 Boring Locations Diagram APPENDICES A B C D Field Exploration Program Laboratory Testing Program FWD Report by ARA, Inc. GBA Document / TUL16R45722 Page iv of iv August 25, Kleinfelder

5 GEOTECHNICAL ENGINEERING REPORT WILL ROGERS TURNPIKE PAVEMENT REHABILITATION FROM MILEPOST 316 TO 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 1. INTRODUCTION 1.1 GENERAL Kleinfelder has completed the authorized subsurface exploration and geotechnical engineering evaluation for the proposed Will Rogers Turnpike Pavement Rehabilitation project located in Ottawa County, Oklahoma. The services provided were in general accordance with our proposal TUL 16P36625 dated March 14, 2016, authorized by our Agreement with Craig and Keithline, Inc., dated May 2, 2016 and executed on May 3, This report includes our recommendations related to the geotechnical aspects of the project design and construction. Additionally, Falling Weight Deflectometer (FWD) tests and the corresponding back-calculated data analyses were performed by ARA Inc. for this project. Conclusions and recommendations presented in the report are based on the subsurface information encountered at the locations of our exploration and the provisions and requirements outlined in the ADDITIONAL SERVICES and LIMITATIONS sections of this report. In addition, an article prepared by The Geoprofessional Business Association (GBA), Important Information About This Geotechnical Engineering Report, has been included in APPENDIX D. We recommend that all individuals read the report limitations along with the included GBA document. 1.2 PROPOSED CONSTRUCTION The proposed project is located on Will Rogers Turnpike, starting from at Milepost 316, approximately 180 feet west of South 590 Road overpass, and extends northeast four miles to Milepost 320, approximately 1,800 feet west of South 630 Road overpass. The alignment includes four Turnpike under Passes (TPUs) in each direction. The rehabilitation will include both the Eastbound and Westbound pavement sections of the Will Rogers Turnpike. We understand that the proposed rehabilitation will consist of mill/overlay of the existing pavement within the project limits / TUL16R45722 Page 1 of 16 August 25, Kleinfelder

6 The geotechnical exploration was performed for the purpose of determining the existing pavement thickness, subgrade soil properties and subsurface conditions of the existing pavement. A pavement condition survey was performed at 31 locations within the project alignment. FWD testing was performed by ARA, Inc. to determine the in-situ subgrade resilient modulus (Mr) and pavement modulus (Ep). The report prepared by ARA, Inc. is attached in Appendix C. The FWD testing was performed on the existing pavement in the outside wheel path at approximately 528- foot (0.1 mile) intervals in each lane in both directions. Additionally, three FWD tests were performed in each TPU areas in both directions. Therefore, a total of 108 FWD tests were performed for the whole project. In addition to the FWD tests by ARA Inc., Kleinfelder investigated the subsurface conditions by extracted pavement cores and subgrade soil samples at 33 locations. Laboratory testing of the samples were performed by Kleinfelder. Pavement section design recommendations have been developed based on traffic information provided by Craig & Keithline, Inc. This report has been prepared, and the corresponding work performed, in general accordance with the 2011 State of Oklahoma Department of Transportation (ODOT) Geotechnical Specifications for Roadway Design. The scope of the exploration and engineering evaluation for this study, as well as the conclusions and recommendations in this report, were based on our understanding of the project as described above. If pertinent details of the project have changed or otherwise differ from our descriptions, we must be notified and engaged to review the changes and modify our recommendations, if needed / TUL16R45722 Page 2 of 16 August 25, Kleinfelder

7 2. SITE CONDITIONS 2.1 SITE DESCRIPTION The site is located on Will Rogers Turnpike, starting from Milepost 316, approximately 180 feet west of South 590 Road overpass, and extends northeast four miles to Milepost 320, approximately 1,800 feet west of South 630 Road overpass in Ottawa County, Oklahoma. The general location of the site is shown in Figure 1, Site Location Diagram. The existing pavement on the Turnpike is a two-lane Asphaltic Concrete (AC) pavement with AC shoulders in both directions (eastbound and westbound). The surrounding areas were mostly firm pasture land with few residential properties. Existing overhead and underground utilities were noted within the existing right-of-way. 2.2 SUBSURFACE CONDITIONS Kleinfelder explored the subsurface conditions at the site by drilling and sampling a total of 33 borings (P-1 through P-33) on May 18 and 19, 2016 and from July 26 through 28, Approximate boring locations are shown on Figures 2 to 9, Boring Location Diagram. The field exploration and laboratory testing programs are presented in APPENDIX A and APPENDIX B, respectively. In general, AC pavement was encountered in the subject section of the Will Rogers Turnpike explored for this project. Asphalt concrete (AC) pavement over aggregate base materials were encountered in each coring/boring location. From the extracted cores, it appears that the thickness of AC pavement ranges from approximately 11 to 18 inches. Aggregate base thickness varied from approximately 4 to 31 inches. Kleinfelder also performed one pavement core (P-33) on the shoulder. The pavement and aggregate base thickness in the shoulder location was approximately 9 and 12 inches, respectively. It should be noted that in some coring locations (P- 3, 7, 11, 12, 15, 16, 17, 19, 20, 22, 23, 24, 25, 26, 27, 30, 32) AC could not be fully extracted due to equipment difficulties and the type of materials. Therefore, a drill rig was utilized to drill from the bottom of the extracted cores through the entire depth of AC and the AC materials was collected. Subsurface materials encountered underneath the pavement surface and aggregate base materials consisted of predominantly lean clay materials with varying amounts of sand and gravel contents. Specific subsurface conditions encountered at the boring locations are presented on the respective coring logs in APPENDIX A for all the borings. The thicknesses indicated on / TUL16R45722 Page 3 of 16 August 25, Kleinfelder

8 the logs represent the approximate boundaries between material types; in-situ, the transitions may vary or be gradual. Boring Number Table 2-1: Brief Summary of Pavement Thickness and Locations Direction Approximate Location Lane Mile Marker (MM) AC thickness (in) Aggregate Base Thickness (in.) P-1 Eastbound (TPU) Outside (Slow) Lane ¼ 12 P-2 Westbound (TPU) Outside (Slow) Lane ½ 10 P-3 Westbound Outside (Slow) Lane P-4 Eastbound Inside (Fast) Lane ½ 25½ P-5 Eastbound Outside (Slow) Lane ¼ 8 P-6 Westbound Outside (Slow) Lane P-7 Westbound Inside (Fast) Lane P-8 Eastbound Outside (Slow) Lane P-9 Eastbound (TPU) Outside (Slow) Lane ½ 9 P-10 Westbound (TPU) Outside (Slow) Lane ½ 4 P-11 Westbound Inside (Fast) Lane P-12 Westbound Outside (Slow) Lane ½ 11½ P-13 Eastbound Outside (Slow) Lane P-14 Eastbound Inside (Fast) Lane ½ P-15 Westbound Outside (Slow) Lane ¼ 11¾ P-16 Eastbound Outside (Slow) Lane P-17 Westbound Outside (Slow) Lane P-18 Eastbound (TPU) Outside (Slow) Lane ½ 13½ P-19 Westbound (TPU) Outside (Slow) Lane ½ 18 P-20 Eastbound Outside (Slow) Lane P-21 Eastbound Inside (Fast) Lane P-22 Westbound Outside (Slow) Lane ½ 10½ P-23 Westbound Inside (Fast) Lane ¼ 17¼ P-24 Eastbound Outside (Slow) Lane P-25 Westbound Outside (Slow) Lane ½ P-26 Eastbound Outside (Slow) Lane ¼ P-27 Eastbound (TPU) Outside (Slow) Lane P-28 Westbound (TPU) Outside (Slow) Lane ¼ 22¾ P-29 Eastbound Inside (Fast) Lane P-30 Westbound Inside (Fast) Lane ¾ 22 P-31 Westbound Outside (Slow) Lane / TUL16R45722 Page 4 of 16 August 25, Kleinfelder

9 Boring Number Table 2-1: Brief Summary of Pavement Thickness and Locations Direction Approximate Location Lane Mile Marker (MM) AC thickness (in) Aggregate Base Thickness (in.) P-32 Eastbound Outside (Slow) Lane P-33 Eastbound Shoulder PAVEMENT DISTRESS SURVEY A pavement distress survey was conducted by Kleinfelder on the existing asphalt pavement in general accordance with the procedures outlined in ASTM D6433. A total of 31 sections were surveyed. Each pavement distress survey section covers an area approximately 12 feet wide by 100 feet long. Low to medium severity longitudinal and transverse cracking, edge cracking and weathering/raveling were observed in some sections of the pavement along the project extent. The pavement also had undergone crack sealing procedure in several locations throughout the project extent. However, in general, the existing pavement did not show any severe distress. The pavement distress survey results are summarized in the Section Condition Report of APPENDIX A. Average Pavement Condition Index (PCI) rating for the pavement was obtained as Therefore, according to ASTM D6433, the pavement can be considered as in Fair condition. Procedures outlined in Chapter 5 Rehabilitation Methods with Overlays of the AASHTO Guide for Design of Pavement Structures (1993) should be followed for preparing and repairing existing pavements for overlaying. 2.4 LABORATORY TESTING Generally, two samples were collected from each boring. One sample was generally obtained in the top 6 inches, with one additional sample collected in the bottom 30 inches following a visual assessment that the material throughout this zone had a generally similar composition and consistency. Atterberg limit tests were performed on selected samples in each boring in accordance with AASHTO T-89 and T-90. Sieve analyses were performed on the same samples in accordance with AASHTO T-88. The soils were classified in accordance to the Unified Soil Classification System (USCS) (ASTM D2487), and the American Association of State Highway and Transportation Officials (AASHTO) soil classification system (AASHTO M-145) and are presented on the Summary of Laboratory Testing, included in APPENDIX B / TUL16R45722 Page 5 of 16 August 25, Kleinfelder

10 2.5 GROUNDWATER OBSERVATIONS Groundwater observations were made both during and immediately following completion of drilling operations and no groundwater seepage was observed in any of the borings to the depths explored. The materials encountered in the test borings have a wide range of permeability and observations over an extended period of time through use of piezometers or cased borings would be required to better define groundwater conditions. Fluctuations of groundwater levels can occur due to seasonal variations in the amount of rainfall, creek level, runoff, and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. 2.6 FWD TESTING As noted earlier, FWD testing was performed by ARA, Inc. to determine the in-situ subgrade resilient modulus (Mr), pavement modulus (Ep) and effective structural number (SN eff). The FWD testing was performed on the outside lanes and in the TPU locations for a total length of approximately 4 miles. The report prepared by ARA, Inc. is attached in APPENDIX C. The FWD was configured with nine deflection sensors spaced a 0, 8, 12, 18, 24, 36, 48, 60, and 72 inches from the load center on a 12-inch diameter load plate. The FWD testing was performed on the existing pavement in the outside wheel path at approximately 528-foot (0.1 mile) intervals in each lane in both directions. Additionally, three FWD tests were performed in each TPU areas in both directions. Therefore, a total of 108 FWD tests were performed for the whole project. In addition to the load and deflection data, the FWD automatically recorded the approximate mile marker, GPS coordinates, air temperature, and pavement surface temperature at each test point. The following table provides a brief summary of the AC thickness (H1), aggregate base Thickness (H2), AC temperature, deflection (D 0), back-calculated subgrade resilient modulus (M r), elastic modulus of the composite pavement (E p), and Effective pavement structural number (SN eff) for the pavement in the FWD test locations. It should be noted that aggregate base thicknesses were highly variable throughout the project extent and in many cases much higher than typical AC pavement base thicknesses, ranging from / TUL16R45722 Page 6 of 16 August 25, Kleinfelder

11 4 to 31 in, with an average of 17.4 in. Results were randomly scattered along the project length with no clear delineation of base thicknesses by milepost. As backcalculated layer moduli, and therefore the resulting SNeff value, are sensitive to layer thicknesses, ARA assumed a 12 in aggregate base thickness for all sections to avoid producing unrealistically high SNeff values. Approximate MM Table 2-2: Summary of FWD Test Results Traffic H1 H2 AC 9k/68F Mr Ep SNeff Direction (in) (in) Temp (F) (mil) (psi) (psi) (in) Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , / TUL16R45722 Page 7 of 16 August 25, Kleinfelder

12 Approximate MM Table 2-2: Summary of FWD Test Results Traffic H1 H2 AC 9k/68F Mr Ep SNeff Direction (in) (in) Temp (F) (mil) (psi) (psi) (in) Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , / TUL16R45722 Page 8 of 16 August 25, Kleinfelder

13 Approximate MM Table 2-2: Summary of FWD Test Results Traffic H1 H2 AC 9k/68F Mr Ep SNeff Direction (in) (in) Temp (F) (mil) (psi) (psi) (in) Eastbound , , Eastbound , , Eastbound , , Eastbound , , Eastbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , Westbound , , / TUL16R45722 Page 9 of 16 August 25, Kleinfelder

14 3. CONCLUSIONS AND RECOMMENDATIONS 3.1 GENERAL Based on the results of our evaluation, it is our professional opinion that the existing turnpike pavement is feasible for mill/overlay rehabilitation. Generally, the existing pavement sections consisted of approximately 11 to 18 inches of AC pavement, over 4 to 31 inches of aggregate base materials. Subsurface materials encountered underneath the pavement and base surface consisted of predominantly lean clay materials with varying amounts of sand and gravel contents to the boring termination depth of approximately 36 inches below existing pavement. The primary geotechnical considerations identified for this project are the variation of pavement section thickness and conditions of the existing pavement along the project alignment. Recommendations addressing the primary geotechnical concerns as well as general recommendations regarding geotechnical aspects of the project design and construction are presented below. The recommendations submitted herein are based, in part, upon data obtained from our subsurface exploration. The nature and extent of subsurface variations that may exist at the proposed project site will not become evident until construction. If variations appear evident, then the recommendations presented in this report should be re-evaluated. In the event that any changes in the nature, design, or location of the proposed project are planned, Kleinfelder should be contacted. 3.2 PRIMARY GEOTECHNICAL CONSIDERATIONS Varying Thicknesses of Pavement Various thicknesses/conditions of pavement were encountered in the borings. Generally, the pavement sections consisted of approximately 11 to 18 inches of AC pavement, over 4 to 31 inches of aggregate base materials Conditions of Existing Pavement Low to medium severity longitudinal and transverse cracking, edge cracking and weathering/raveling were observed in some sections of the pavement along the project extent. The pavement also had undergone crack sealing procedure in several locations throughout the project extent. However, in general, the existing pavement did not show any severe distresses / TUL16R45722 Page 10 of 16 August 25, Kleinfelder

15 Based on the extracted cores from some of the distressed areas, it appears that the cracks were observed mostly from surface to approximately 2 inches below existing surface. These locations needs to be treated properly before proceeding with the mill/overlay operations for the pavements. 3.3 PAVEMENTS Traffic Information Traffic information was provided by Mr. B. J. Cottman of Craig & Keithline, Inc. on August 1, 2016 as a basis for the following design. The improvement program will consist of mill/overlay pavement construction. Pavement Type... Flexible Design Life for New Pavement...15 Years ADT (2015)... 20,222 Growth Rate... 1% Vehicle (2 Axle)... 64% Percent Truck w/ 3 & 4 Axle % Percent Truck w/ 5 & 6 Axle % Directional Distribution... 50% Kleinfelder assumed the following performance design parameters for the subject project: Percent Truck w/ 2 Axle... 25% Reliability... 90% Lane Factor Kleinfelder performed the pavement design based on the provided traffic data information and in accordance with the AASHTO Guide for Design of Pavement Structures (1993). Kleinfelder should be contacted if our assumptions are inconsistent with the proposed design requirements Mill/Overlay Asphaltic Concrete (AC) overlay of the existing pavement is planned. It should be noted that areas of cracking exist which may result in difficulties during mill and overlay operations. All the exposed cracks need to be properly treated after the milling operations of the existing pavement. Following the proper treatment of the existing cracks, the overlay operation can be performed. Cracks / TUL16R45722 Page 11 of 16 August 25, Kleinfelder

16 deeper than 2 inches thick needs to be filled properly prior to overlay operations. The overlay recommendations herein are provided for estimation of adequate pavement structure only. It should be noted that our recommendations are based on the limited number of borings (approximately 4 borings per mile) performed for this project. If subsurface conditions vary significantly between the boring locations, then milling/overlay operation may not be feasible. Kleinfelder should be contacted to provide additional recommendations if mill/overlay option is not feasible. Construction of an AC overlay of the existing AC pavement consists of the following construction tasks: 1. Repairing deteriorated areas, and making subgrade and drainage improvements; 2. Correcting surface rutting by milling or placing a leveling course; 3. Applying a tack coat; and 4. Placing the AC overlay Mill/Overlay Design The flexible pavement analysis for an overlay is based on the following variables: Subgrade Resilient Modulus (back-calculated from FWD)... 8,000 psi Initial Serviceability Terminal Serviceability Overall Standard Deviation Drainage Factor Required Structural Number Existing Structural Number (mean value from FWD tests) Based on the provided and assumed traffic data information as well as a design life of 15 years, a total ESAL of 60.1-million was determined for the new overlay AC pavements. Using those total ESAL values, existing pavement conditions, and the design variable values stated previously, the pavement overlay section in Table 3-1 is recommended for the pavement rehabilitations on the turnpike / TUL16R45722 Page 12 of 16 August 25, Kleinfelder

17 Table 3-1. Mill/Overlay Recommendations Design ESALs Average Mill Depth, inches Total Recommended Overlay Asphaltic Concrete (AC) Thickness, inches ODOT Specification Section 60.1 Millions & 708 These recommendations consider that all pavement distresses and deteriorated areas will be repaired per AASHTO procedures outlined in Chapter 5 Rehabilitation Methods with Overlays. All materials and construction procedures should be in accordance with the ODOT Standard Specifications for Highway Construction (2009) / TUL16R45722 Page 13 of 16 August 25, Kleinfelder

18 4. ADDITIONAL SERVICES 4.1 PLANS AND SPECIFICATIONS REVIEW We recommend that Kleinfelder conduct a general review of the final plans and specifications to evaluate that our earthwork recommendations have been properly interpreted and implemented during design. In the event Kleinfelder is not retained to perform this recommended review, we will assume no responsibility for misinterpretation of our recommendations. 4.2 CONSTRUCTION OBSERVATION AND TESTING To effectively achieve the intent of the geotechnical recommendations presented in this report and to maintain continuity from design through construction, Kleinfelder should be retained to provide observation and testing services during construction. This will provide Kleinfelder with the opportunity to observe the subsurface conditions encountered during construction, evaluate the applicability of the geotechnical recommendations presented in our report as they relate to the soil conditions encountered, and to provide follow up recommendations if conditions differ from those described in our report / TUL16R45722 Page 14 of 16 August 25, Kleinfelder

19 5. LIMITATIONS This work was performed in a manner consistent with that level of care and skill ordinarily exercised by other members of Kleinfelder s profession practicing in the same locality, under similar conditions and at the date the services are provided. Our conclusions, opinions, and recommendations are based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee, or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided. This report may be used only by Craig & Keithline, Inc., Inc. and the registered design professional in responsible charge and only for the purposes stated for this specific engagement within a reasonable time from its issuance, but in no event later than three years from the date of the report. The work performed was based on project information provided by Craig & Keithline, Inc., Inc. If Craig & Keithline, Inc., Inc. does not retain Kleinfelder to review any plans and specifications, including any revisions or modifications to the plans and specifications, Kleinfelder assumes no responsibility for the suitability of our recommendations. In addition, if there are any changes in the field to the plans and specifications, Craig & Keithline, Inc., Inc. must obtain written approval from Kleinfelder that such changes do not affect our recommendations. Failure to do so will vitiate Kleinfelder s recommendations. Recommendations contained in this report are based on our field observations and subsurface explorations, review of existing site surface and subsurface information, and our present knowledge of the proposed construction. It is possible that soil, rock, or groundwater conditions could vary between or beyond the points explored. If soil, rock, or groundwater conditions are encountered during construction that differ from those described herein, the client is responsible for ensuring that Kleinfelder is notified immediately so that we may reevaluate the recommendations of this report. If the scope of the proposed construction, including the estimated structural loads, and the design depths or locations of the foundations, changes from that described in this report, the conclusions and recommendations contained in this report are not / TUL16R45722 Page 15 of 16 August 25, Kleinfelder

20 considered valid unless the changes are reviewed, and the conclusions of this report are modified or approved in writing, by Kleinfelder. The scope of services for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site / TUL16R45722 Page 16 of 16 August 25, Kleinfelder

21 FIGURES FIGURE 1. SITE LOCATION DIAGRAM FIGURES 2 TO 9. BORING LOCATION DIAGRAM / TUL16R45722 August 25, Kleinfelder

22 Approximate Location NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: SITE LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 1

23 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 2

24 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 3

25 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 4

26 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 5

27 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 6

28 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 7

29 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 8

30 NORTH PROJECT NO FIGURE Source: Google Earth The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations of warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the soile risk of the party using or misusing the information. DRAWN: 8/10/2016 DRAWN BY: NH CHECKED BY: JS FILE NAME: BORING LOCATION DIAGRAM WILL ROGERS TURNPIKE- MM 316 to 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA 9

31 APPENDIX A FIELD EXPLORATION PROGRAM PAVEMENT CONDITION INDEX RESULTS PAVEMENT CORE LOGS / TUL16R45722 August 25, Kleinfelder

32 APPENDIX A FIELD EXPLORATION PROGRAM DRILLING & SAMPLING PROCEDURES Kleinfelder explored the subsurface conditions at the site by drilling and sampling a total of 33 borings (P-1 through P-33) on May 18 and 19, 2016 and from July 26 through 28, Approximate boring locations are shown on Figures 2 to 9, Boring Location Diagram. Generally, the borings were terminated at an approximate depth of 3 feet below the bottom of pavement. Auger refusal was encountered in borings P-5, P-13, and P-16 in hard materials at approximately 6 to 32 inches below pavement. It should be noted that in some coring locations (P-3, 7, 11, 12, 15, 16, 17, 19, 20, 22, 23, 24, 25, 26, 27, 30, 32) AC could not be fully extracted due to equipment difficulties and the type of materials. Therefore, a drill rig was utilized to drill from the bottom of the extracted cores through the entire depth of AC and the AC materials was collected. Boring locations were reported with respect to the approximate mile marker locations in the field. Kleinfelder recorded the GPS coordinates in the field and later plotted on the Google Earth software to get approximate mile marker locations. Elevations at the boring locations were not obtained. Locations of the borings should be considered accurate only to the degree implied by the methods used to obtain them. The existing pavement was cored with a 5-inch diameter core barrel. The borings were then advanced with a solid flight auger to approximately 3 feet below the bottom of the pavement or auger refusal. Coring logs included in this APPENDIX, present such data as soil descriptions, depths, sampling intervals and observed groundwater conditions. Conditions encountered in each of the borings were monitored and recorded by the drill crew. Field logs included visual classification of the materials encountered during drilling, as well as drilling characteristics. Our final coring logs represent the engineer s interpretation of the field data combined with laboratory observation and testing of the samples. Stratification boundaries indicated on the coring logs were based on observations during our field work, an extrapolation of information obtained by examining samples from the borings and comparisons of soils with similar engineering characteristics. Locations of these boundaries are approximate, and the transitions between material types may be gradual rather than clearly defined / TUL16R45722 A-1 August Kleinfelder

33 PAVEMENT CONDITION INDEX RESULTS Legend Interpretation Section ID- P-11E Pavement Condition survey performed east of the boring P-11 Section ID- P-11W Pavement Condition survey performed west of the boring P-11 Rank: A Functional classification of roadway: Principal Lane 1 Outside (Slow) Lane Lane 2 Inside (Fast) Lane / TUL16R45722 August Kleinfelder

34 Section Condition Report Date: 1 of 3 Pavement Database: NetworkID: New Branch ID Section ID Last Const. Date Surface Use Rank Lanes True Area (SqFt) Last Age Inspection At Date Inspection PCI (WRTP) P-10 07/07/1966 AAC ROADWAY A 1 1, /28/ (WRTP) P-11E 07/07/1966 AAC ROADWAY A 2 1, /28/ (WRTP) P-11W 07/07/1966 AAC ROADWAY A 2 1, /28/ (WRTP) P-14E 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-14W 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-15 07/07/1966 AAC ROADWAY A 1 1, /27/ (WRTP) P-16 07/07/1966 AAC ROADWAY A 1 1, /26/ (WRTP) P-19 07/07/1966 AAC ROADWAY A 1 1, /27/ (WRTP) P-2 07/07/1966 AAC ROADWAY A 1 1, /28/ (WRTP) P-20 07/07/1966 AAC ROADWAY A 1 1, /26/ (WRTP) P-21E 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-21W 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-23E 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-23W 07/07/1966 AAC ROADWAY A 2 1, /28/ (WRTP) P-25 07/07/1966 AAC ROADWAY A 1 1, /27/ (WRTP) P-26 07/07/1966 AAC ROADWAY A 1 1, /26/ (WRTP) P-29E 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-29W 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-3 07/07/1966 AAC ROADWAY A 1 1, /28/ (WRTP) P-30E 07/07/1966 AAC ROADWAY A 2 1, /28/ (WRTP) P-30W 07/07/1966 AAC ROADWAY A 2 1, /28/ (WRTP) P-31 07/07/1966 AAC ROADWAY A 1 1, /27/ (WRTP) P-32 07/07/1966 AAC ROADWAY A 1 1, /26/ (WRTP) P-33 07/07/1966 AAC ROADWAY A 1 1, /19/ (WRTP) P-4E 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-4W 07/07/1966 AAC ROADWAY A 2 1, /27/ (WRTP) P-5 07/07/1966 AAC ROADWAY A 1 1, /18/

35 Section Condition Report Date: 2 of 3 Pavement Database: NetworkID: New Branch ID Section ID Last Const. Date Surface Use Rank Lanes True Area (SqFt) Last Age Inspection At Date Inspection PCI (WRTP) P-6 07/07/1966 AAC ROADWAY A 1 1, /28/ (WRTP) P-7E 07/07/1966 AAC ROADWAY A 2 1, /28/ (WRTP) P-7W 07/07/1966 AAC ROADWAY A 2 1, /28/ (WRTP) P-8 07/07/1966 AAC ROADWAY A 1 1, /18/

36 Date: Section Condition Report Pavement Database: 3 of 3 Age Category Average Age At Inspection Total Area (SqFt) Number of Sections Arithmetic Average PCI PCI Standard Deviation Weighted Average PCI over , All ,

37 PAVEMENT CORE LOGS / TUL16R45722 August Kleinfelder

38 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :54 AM BY: PAThompson TOP CORE DATE LOCATION GPS May 18, 2016 Approximately MM , Eastbound Outside Lane 29 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-1 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 14-1/4 Total Core Thickness 14-1/4 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 1A 1B 1C AGGREGATE BASE: 12.0 inches SAND with Gravel: dark brown Lean CLAY with Sand and Gravel: dark gray Lean CLAY with Sand (CL): LL=24, PL=16, PI=8, #200=71.0% Layer Depth (in) 0 to to to to 48 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-1 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-1

39 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :54 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 28, 2016 Approximately MM , TPU, Westbound Outside Lane 27 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-2 Asphaltic Concrete Layer Characteristics separation at 3-3/4" Layer Thickness (in) 15-1/2 Total Core Thickness 15-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 2A 2B AGGREGATE BASE: 10.0 inches Lean CLAY with Sand: brown LL=43, PI=28, #200=81.0% Lean CLAY with Sand: brown Layer Depth (in) 0 to to to 36 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-2 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-2

40 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :54 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 28, 2016 Approximately MM , Westbound Outside Lane 28 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-3 Asphaltic Concrete Layer Characteristics separation at 4-1/4" and 6-3/4" Layer Thickness (in) 12 Total Core Thickness 12 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 3A 3B AGGREGATE BASE: 13.0 inches Lean CLAY with Sand: light brown LL=36, PI=21, #200=73.0% Lean CLAY with Sand: light brown Layer Depth (in) 0 to to to 49 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-3 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-3

41 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :55 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Eastbound Inside Lane 10 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-4 Asphaltic Concrete Layer Characteristics seperation at 8.5 inches Layer Thickness (in) 16-1/2 Total Core Thickness 1-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 4A 4B AGGREGATE BASE: 25.5 inches Sandy Lean CLAY with Sand: olive brown Sandy Lean CLAY with Sand: olive brown LL=36, PI=22, #200=59.0% Layer Depth (in) 0 to to to 61.5 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-4 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-4

42 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :55 AM BY: PAThompson TOP CORE DATE LOCATION GPS May 18, 2016 Approximately MM , Eastbound Outside Lane 29 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-5 Asphaltic Concrete Layer Characteristics* Layer Thickness (in) 13-1/4 Total Core Thickness 13-1/4 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 5A 5B AGGREGATE BASE: 8.0 inches Gravelly SAND trace Clay: brown Silty Clayey GRAVEL with Sand (GC- GM): yellowish brown LL=22, PL=15, PI=7, #200=12.6% Layer Depth (in) 0 to 8 8 to to 22 REMARKS: - * Hand Auger refusal was 22 in below pavement. PROJECT NO.: DRAWN BY: CHECKED BY: KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: BJM NH DATE: 6/1/2016 REVISED: - PAVEMENT CORING LOG P-5 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-5

43 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :55 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 28, 2016 Approximately MM 31. 0, Westbound Outside Lane 29 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-6 Asphaltic Concrete Layer Characteristics seperation at 2 inches cracks from 0-1-3/4 inches Layer Thickness (in) 12 Total Core Thickness 12 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 6A 6B AGGREGATE BASE: 24 inches Lean CLAY with Sand (CL): brown LL=41, PI=24, #200=80% Lean CLAY with Sand (CL): brown Layer Depth (in) 0 to to to 60 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-6 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-6

44 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :55 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 28, 2016 Approximately MM , Westbound Inside Lane 9 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-7 Asphaltic Layer Characteristics cracks at 5.5 inches Layer Thickness (in) 13 Total Core Thickness 13 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 7A 7B AGGREGATE BASE: 23 inches Lean CLAY with Sand (CL): light brown LL=39, PI=23, #200=70% Lean CLAY with Sand (CL): light brown Layer Depth (in) 0 to to to 59 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-7 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-7

45 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: TOP PLOTTED: 08/24/ :29 PM BY: tlrobinson CORE DATE May 18, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core Layer Characteristics Layer Thickness (in) P-8 Asphaltic Concrete 12 Total Core Thickness 12 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 8A 8B 8C AGGREGATE BASE: 4.0 inches Gravelly SAND: brown and gray Clayey SAND: yellowish brown and orangish brown LL=30, PL=15, PI=15, #200=32.0% Lean CLAY with Sand and Gravel: dark gray with yellowish brown Layer Depth (in) 0 to 4 4 to to to 36 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-8 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-8

46 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: TOP PLOTTED: 08/24/ :29 PM BY: tlrobinson CORE DATE May 18, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core Layer Characteristics Layer Thickness (in) P-9 Asphaltic Concrete 13-1/2 Total Core Thickness 13-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 9A 9B AGGREGATE BASE: 9.0 inches Clayey GRAVEL with Sand: dark brown to brown Sandy Lean CLAY: dark gray, brown and yellowish brown LL=33, PL=17, PI=16, #200=53.0% Layer Depth (in) 0 to 9 9 to to 45 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-9 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-9

47 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :45 PM BY: PAThompson TOP CORE DATE July 28, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-10 Asphaltic Concrete Layer Characteristics* seperation at 4 inches Layer Thickness (in) 16-1/2 Total Core Thickness 16-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 10A 10B AGGREGATE BASE: 4 inches Sandy Lean CLAY (CL): brown LL=44, PI=25, #200=66% Sandy Lean CLAY (CL): brown Layer Depth (in) 0 to 4 4 to to 40 REMARKS: - * Asphalt type based on visual observation only. PROJECT NO.: DRAWN BY: CHECKED BY: KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: BJM NH DATE: 6/1/2016 REVISED: - PAVEMENT CORING LOG P-10 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-10

48 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :56 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 28, 2016 Approximately MM , Westbound Inside Lane 10 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-11 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 13 Total Core Thickness 13 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 11A 11B AGGREGATE BASE: 9 inches Sandy Lean CLAY (CL): light brown Sandy Lean CLAY (CL): brown Layer Depth (in) 0 to 9 9 to to 45 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-11 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-11

49 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :56 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Westbound Outside Lane 27 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-12 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 13-1/2 Total Core Thickness 13-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 12A 12B AGGREGATE BASE: 11.5 inches Fat CLAY (CL) with Sand: light brown LL=50, PI=31, #200=71% Lean CLAY (CL) with Sand: light brown Layer Depth (in) 0 to to to 47.5 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-12 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-12

50 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :56 AM BY: PAThompson TOP CORE DATE LOCATION GPS May 19, 2016 Approximately MM , Eastbound Outside Lane 26.5 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-13 Asphaltic Concrete Layer Characteristics* seperation at 4-3/4 inches Layer Thickness (in) 12 Total Core Thickness 12 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 13A 13B 13C AGGREGATE BASE: 8.0 inches GRAVEL with Sand: brown to gray Sandy Lean CLAY: dark gray and brown with red Sandy Lean CLAY with Gravel: yellowish brown, gray and olive brown LL=47, PL=19, PI=28, #200=60.0% Layer Depth (in) 0 to 8 8 to to to 32 REMARKS: - * Hand Auger refusal was 32 in below pavement. PROJECT NO.: DRAWN BY: CHECKED BY: KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: BJM NH DATE: 6/1/2016 REVISED: - PAVEMENT CORING LOG P-13 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-13

51 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :56 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Eastbound Inside Lane 9.6 Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-14 Asphaltic Concrete Layer Characteristics seperation at 7-1/4 inches Layer Thickness (in) 14 Total Core Thickness 14 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 14A 14B AGGREGATE BASE: 15.5 inches Clayey SAND (SC): gray-brown LL=35, PI=19, #200=42 Lean CLAY (CL) with Sand: gray-brown Layer Depth (in) 0 to to to 52.5 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-14 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-14

52 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :57 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Westbound Outside Lane Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-15 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 13-1/4 Total Core Thickness 13-1/4 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 15A 15B AGGREGATE BASE: inches Sandy Lean CLAY (CL): light brown Sandy Lean CLAY (CL): light brown LL=38, PI=19, #200=55% Layer Depth (in) 0 to to to PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-15 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-15

53 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :57 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 26, 20 6 Approximately MM 318.0, Eastbound Outside Lane 26 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-16 Asphaltic Concrete Layer Characteristics* seperation at 5 inches Layer Thickness (in) 13 Total Core Thickness 13 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 16A AGGREGATE BASE: 13 inches Clayey SAND (SC): brown LL=26, PI=11, #200=41 Layer Depth (in) 0 to to 29 REMARKS: - * Auger refusal was 6 in below pavement. PROJECT NO.: DRAWN BY: CHECKED BY: KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: BJM NH DATE: 6/1/2016 REVISED: - PAVEMENT CORING LOG P-16 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-16

54 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :57 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Westbound Outside Lane 28 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-17 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 12 Total Core Thickness 12 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 17A 17B AGGREGATE BASE: 18 inches Sandy Lean CLAY (CL): light brown Sandy Lean CLAY (CL): gray-brown LL=38, PI=20, #200=62 Layer Depth (in) 0 to to to 54 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-17 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-17

55 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: TOP PLOTTED: 08/24/ :29 PM BY: tlrobinson CORE DATE July 26, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core Layer Characteristics Layer Thickness (in) P-18 Asphaltic Concrete seperation at 8.5 inches 11-1/2 Total Core Thickness 11-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 18A 18B 18C AGGREGATE BASE: 13.5 inches Sandy Lean CLAY (CL): olive brown LL=32, PI=17, #200=55 Sandy Lean CLAY (CL): olive brown Sandy Lean CLAY (CL): olive brown Layer Depth (in) 0 to to to to 49.5 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-18 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-18

56 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :57 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , TPU, Westbound Outside Lane 25 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-19 Asphaltic Concrete Layer Characteristics seperation at 1-3/4 inches Layer Thickness (in) 12-1/2 Total Core Thickness 12-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 19A 19B AGGREGATE BASE: 18 inches Silty Clayey SAND with Gravel (SC-SM): brown LL=19, PI=4, #200=31 Lean CLAY (CL) with Sand: brown Layer Depth (in) 0 to to to 54 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-19 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-19

57 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: TOP PLOTTED: 08/24/ :30 PM BY: tlrobinson CORE DATE July 27, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core Layer Characteristics Layer Thickness (in) P-20 Asphaltic Concrete 15 Total Core Thickness 15 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 20A 20B AGGREGATE BASE: 23 inches Sandy Lean CLAY (CL): brown LL=38, PI=22, #200=55 Sandy Lean CLAY (CL): brown Layer Depth (in) 0 to to to 59 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-20 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-20

58 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :58 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Eastbound Inside Lane 9.75 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-21 Asphaltic Concrete Layer Characteristics seperation at 6.5 inches Layer Thickness (in) 15 Total Core Thickness 15 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 21A 21B 21C AGGREGATE BASE: 15 inches Gravelly CLAY (CL): red-brown Clayey SAND with Gravel (SC): grey-brown LL=23, PI=8, #200=25 Lean CLAY (CL): brown Layer Depth (in) 0 to to to to 51 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-21 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-21

59 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :58 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Westbound Outside Lane 29 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-22 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 13-1/2 Total Core Thickness 13-1/2 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 22A 22B 22C AGGREGATE BASE: 10.5 inches Clayey SAND with Gravel (SC): red-brown Clayey SAND with Gravel (SC): light brown LL=28, PI=13, #200=28 Lean CLAY with Sand: brown Layer Depth (in) 0 to to to to 46.5 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-22 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-22

60 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :58 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 28, 2016 Approximately MM , Westbound Inside Lane 9.8 Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-23 Asphaltic Concrete Layer Characteristics separation at 5-1/4" Layer Thickness (in) 13-1/4 Total Core Thickness 13-1/4 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 23A 23B AGGREGATE BASE: inches Sandy Lena CLAY (CL): light brown LL=42, PI=22, #200=69 Sandy Lean CLAY (CL): light brown Layer Depth (in) 0 to to to PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-23 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-23

61 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :58 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 26, 2016 Approximately MM , Eastbound Outside Lane ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-24 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 15 Total Core Thickness 15 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 24A 24B 24C AGGREGATE BASE: 31 inches Lean CLAY with Sand (CL): brown LL=43, PI=22, #200=73 Lean to Fat CLAY: dark gray Lean CLAY: dark gray Layer Depth (in) 0 to to to to 67 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-24 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-24

62 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :59 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Westbound Outside Lane 27.5 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-25 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 13 Total Core Thickness 13 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 25A 25B AGGREGATE BASE: 10.5 inches Sandy Lean CLAY (CL): light brown Sandy Lean CLAY (CL): light brown LL=40, PI=22, #200=60 Layer Depth (in) 0 to to to 46.5 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-25 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-25

63 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :59 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 26, 2016 Approximately MM , Eastbound Outside Lane 29 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-26 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 14 Total Core Thickness 14 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 26A 26B AGGREGATE BASE: inches Sandy Lean CLAY (CL): brown Lean CLAY (CL) with Sand: brown LL=45, PI=23, #200=78 Layer Depth (in) 0 to to to PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-26 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-26

64 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :59 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 26, 2016 Approximately MM , TPU, Eastbound Outside Lane ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-27 Asphaltic Concrete Layer Characteristics seperation at 5.5 inches Layer Thickness (in) 18 Total Core Thickness 18 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 27A 27B AGGREGATE BASE: 24 inches Lean CLAY with Sand (CL): olive brown LL=41, PI=22, #200=78 Lean CLAY with Sand (CL): olive brown Layer Depth (in) 0 to to to 60 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-27 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-27

65 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: TOP PLOTTED: 08/24/ :30 PM BY: tlrobinson CORE DATE July 27, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core Layer Characteristics Layer Thickness (in) P-28 Asphaltic Concrete 13-1/4 Total Core Thickness 13-1/4 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 28A 28B AGGREGATE BASE: inches Sandy Lean CLAY with Gravel (CL): brown LL=41, PI=24, #200=66 Sandy Lean CLAY (CL): brown Layer Depth (in) 0 to to to PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-28 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-28

66 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :59 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Eastbound Inside Lane 9 ft Rt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-29 Asphaltic Concrete Layer Characteristics seperation at 6.5 and 8.5 inches Layer Thickness (in) 14 Total Core Thickness 14 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 29A 29B AGGREGATE BASE: 26 inches Silty Clayey SAND with Gravel (SC-SM): brown LL=22, PI=7, #200=38 Lean CLAY (CL) with Sand: brown Layer Depth (in) 0 to to to 62 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-29 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-29

67 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :59 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 28, 2016 Approximately MM , Westbound Inside Lane 9.5 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-30 Asphaltic Concrete Layer Characteristics seperation at 6.5 inches Layer Thickness (in) 13-3/4 Total Core Thickness 13-3/4 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 30A 30B AGGREGATE BASE: 22 inches Lean CLAY with Sand (CL): light brown Lean CLAY with Sand (CL): light brown LL=31, PI=13, #200=71 Layer Depth (in) 0 to to to 58 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-30 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-30

68 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :00 AM BY: PAThompson TOP CORE DATE LOCATION GPS July 27, 2016 Approximately MM , Westbound Outside Lane 28.2 ft Lt. of Median N / W CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-31 Asphaltic Concrete Layer Characteristics Layer Thickness (in) 11 Total Core Thickness 11 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 31A 31B AGGREGATE BASE: 24 inches Sandy Lean CLAY with Gravel (CL): light brown LL=26, PI=11, #200=58 Sandy Lean CLAY with Gravel (CL): light brown Layer Depth (in) 0 to to to 60 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-31 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-31

69 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: PLOTTED: 08/12/ :11 PM BY: PAThompson TOP CORE DATE July 28, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core P-32 Asphaltic Concrete Layer Characteristics seperation at 5 and 8 inches Layer Thickness (in) 13 Total Core Thickness 13 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 32A 32B AGGREGATE BASE: 23 inches Gravelly CLAY (CL): brown Lean CLAY with Sand (CL): grey-brown LL=28, PI=13, #200=76 Layer Depth (in) 0 to to to 59 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-32 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-32

70 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PROJECT / LOCATION DATA: TOP PLOTTED: 08/24/ :30 PM BY: tlrobinson CORE DATE May 19, 2016 CORE LAYER DATA: Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete Stripping or Separation in Asphalt: Stripping Separation Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown CORE LAYER DATA (FROM TOP TO BOTTOM): Core Layer Characteristics Layer Thickness (in) P-33 Asphaltic Concrete seperation at 4 and 7 inches cracks from 0 to 3 inches 9 Total Core Thickness 9 BASE / SUBGRADE LAYER DATA (FROM BELOW CORES): Sample 33A 33B 33C AGGREGATE BASE: 12.0 inches GRAVEL with Clay: brown to dark brown Lean CLAY: olive brown and yellowish brown and gray LL=37, PL=14, PI=23, #200=72.0% CLAY with Sand and Gravel: red, dark gray, brown and yellowish brown Layer Depth (in) 0 to to to to 48 PROJECT NO.: DRAWN BY: BJM CHECKED BY: NH DATE: 6/1/2016 REVISED: - KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: PAVEMENT CORING LOG P-33 Will Rogers TP - MM WR-MC-130 Ottawa County, OK CORE LOG P-33

71 APPENDIX B LABORATORY TESTING PROGRAM / TUL16R45722 August Kleinfelder

72 APPENDIX B LABORATORY TESTING PROGRAM GENERAL Laboratory tests were performed on select, representative samples to evaluate pertinent engineering properties of these materials. We directed our laboratory testing program primarily toward classifying the subsurface materials and measuring index values of the on-site materials. Laboratory tests were performed in general accordance with applicable standards. The results of the laboratory tests are presented on the respective coring logs. The laboratory testing program consisted of the following: Moisture content tests, AASHTO T-265, Standard Test Method for Laboratory Determination of Moisture Content of Soils. Soil Classification, AASHTO T-87, T-88, T-89 and T-90, Standard Method for Test For Dry preparation of Disturbed Soil and Soil Aggregate Samples of Test, Standard Method for Test For Particle Size Analysis of Soils, Standard Method for Test For Determining the Liquid Limit of Soils, and Standard Method for Test For Determining the Plastic Limit and Plasticity Index of Soils, respectively. Visual classification, ASTM D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) / TUL16R45722 B-1 August 25, Kleinfelder

73 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - OKLAHOMA (IN PLACE)] PLOTTED: 08/24/ :27 PM BY: tlrobinson Field Soil Group Station Description Depth * (in) * From Below Core LL PI Passing 3 in. Passing 3/4 in. Percent Passing Passing #4 Passing #10 Passing #40 Passing #200 OSI Water Content (%) Soluble Sulfates (mg/kg) 1A MM , TPU, EB 29 ft Rt B C A-4(3) LEAN CLAY WITH SAND A A-7-6(16) MM , TPU, WB 27 ft Lt. LEAN CLAY WITH SAND B A A-6(12) MM , WB 28 ft Lt. LEAN CLAY WITH SAND B A MM , EB 10 ft Rt B A-6(10) SANDY LEAN CLAY A MM , EB 29 ft Rt B A-2-4 SILTY CLAYEY GRAVEL WITH SAND A A-7-6(14) MM , WB 29 ft Lt. LEAN CLAY WITH SAND B A A-6(12) MM , WB 9 ft Lt. LEAN CLAY WITH SAND B A MM , EB 28 ft Rt B A-2-6(1) CLAYEY SAND C A MM , TPU, EB 29 ft Rt B A-6(5) SANDY LEAN CLAY A A-7-6(13) MM , TPU, WB 29 ft Lt. SANDY LEAN CLAY B A MM , WB 10 ft Lt B A-6(9) SANDY LEAN CLAY A A-7-6(17) MM , WB 27 ft Lt. FAT CLAY WITH SAND B A MM , EB 26.5 ft Rt B Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above. NP = Nonplastic NA = Not Available PROJECT NO.: DRAWN BY: CHECKED BY: KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: BJM NH DATE: 6/1/2016 REVISED: - LABORATORY TEST RESULT SUMMARY Will Rogers TP - MM WR-MC-130 Ottawa County, OK TABLE B-1

74 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - OKLAHOMA (IN PLACE)] PLOTTED: 08/24/ :27 PM BY: tlrobinson Field Soil Group Station Description Depth * (in) * From Below Core LL PI Passing 3 in. Passing 3/4 in. Percent Passing Passing #4 Passing #10 Passing #40 Passing #200 OSI Water Content (%) Soluble Sulfates (mg/kg) 13C A-7-6(14) MM , EB 26.5 ft Rt. SANDY LEAN CLAY WITH GRAVEL A A-6(4) MM , EB 9.6 ft Rt. CLAYEY SAND B A MM , WB Lt Lt B A-6(8) SANDY LEAN CLAY A A-6(1) MM , EB 26 ft Rt. CLAYEY SAND A MM , WB 28 ft Lt B A-6(9) SANDY LEAN CLAY A A-6(7) MM , TPU, EB 27.8 ft Rt. SANDY LEAN CLAY B C A A-2-4(0) MM , TPU, WB 25 ft Lt. SILTY, CLAYEY SAND WITH GRAVEL B A A-6(9) MM , EB 28.3 ft Rt. SANDY LEAN CLAY B A MM , EB 9.75 ft Rt B A-2-4(0) CLAYEY SAND WITH GRAVEL C A MM , WB 29 ft Lt B A-2-6(0) CLAYEY SAND WITH GRAVEL C A A-7-6(12) MM , WB 9.8 ft Lt. SANDY LEAN CLAY B A A-7-6(13) MM , EB ft Rt. LEAN CLAY WITH SAND B C A MM , WB 27.5 ft Lt B A-6(10) SANDY LEAN CLAY Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above. NP = Nonplastic NA = Not Available PROJECT NO.: DRAWN BY: CHECKED BY: KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: BJM NH DATE: 6/1/2016 REVISED: - LABORATORY TEST RESULT SUMMARY Will Rogers TP - MM WR-MC-130 Ottawa County, OK TABLE B-2

75 gint FILE: Klf_gint_master_2016 gint TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - OKLAHOMA (IN PLACE)] PLOTTED: 08/24/ :27 PM BY: tlrobinson Field Soil Group Station Description Depth * (in) * From Below Core LL PI Passing 3 in. Passing 3/4 in. Percent Passing Passing #4 Passing #10 Passing #40 Passing #200 OSI Water Content (%) Soluble Sulfates (mg/kg) 26A MM , EB 29 ft Rt B A-7-6(14) LEAN CLAY WITH SAND A A-7-6(13) MM , TPU, EB ft Rt. LEAN CLAY WITH SAND B A A-7-6(12) MM , TPU, WB 25 ft Lt. SANDY LEAN CLAY WITH GRAVEL B A A-4(1) MM , EB 9 ft Rt. SILTY, CLAYEY SAND WITH GRAVEL B A MM , WB 9.5 ft Lt B A-6(8) LEAN CLAY WITH SAND A A-6(5) MM , WB 28.2 ft Lt. SANDY LEAN CLAY WITH GRAVEL B A MM , EB 28 ft Rt B A-6(9) LEAN CLAY WITH SAND A MM , EB 31 ft Rt B A-6(14) LEAN CLAY C Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above. NP = Nonplastic NA = Not Available PROJECT NO.: DRAWN BY: CHECKED BY: KLEINFELDER E. Independence, Suite 102 Tulsa, OK PH: FAX: BJM NH DATE: 6/1/2016 REVISED: - LABORATORY TEST RESULT SUMMARY Will Rogers TP - MM WR-MC-130 Ottawa County, OK TABLE B-3

76 APPENDIX C FWD REPORT BY ARA, INC / TUL16R45722 August Kleinfelder

77 August 9, 2016 Nur Hossain, PE Kleinfelder, Inc. 350 David L. Boren Blvd., Suite 1600 Norman, OK (405) telephone Subject: Falling Weight Deflectometer (FWD) Testing Report for the Will Roger Turnpike near Miami, OK. ARA Project Dear Mr. Hossain: Applied Research Associates (ARA), Inc., appreciates the opportunity to submit this report to Kleinfelder, Inc., for FWD testing and data analysis on the Will Rogers Turnpike near Miami. If you have any questions or need additional information, please do not hesitate to contact us. Sincerely, Douglas A. Steele, PE Senior Engineer William R. Vavrik, PhD, PE Vice President, Principal Engineer APPLIED RESEARCH ASSOCIATES, INC. TRANSPORTATION 100 TRADE CENTRE DRIVE SUITE 200 CHAMPAIGN, IL (217) FAX (217)

78 BACKGROUND ARA performed FWD testing for Kleinfelder, Inc., on the Will Rogers Turnpike between mileposts 316 and 320 near Miami, as part of a pavement evaluation and design project for the Oklahoma Turnpike Authority (OTA). The pavement structure consists of four lanes of asphalt concrete (AC) over an aggregate base. ARA performed FWD testing in both traffic directions and provided core locations to Kleinfelder for determining pavement layer types and thicknesses for use in data analysis. We also tested beneath the four overpasses in both directions. The following report summarizes our data collection, analysis, and results. FWD TESTING ARA tested with a JILS 20 T truck mounted FWD on May 11, The FWD was configured with nine deflection sensors spaced a 0, 8, 12, 18, 24, 36, 48, 60, and 12 in from the load center and a 12 in diameter load plate. The FWD performed two unrecorded seating drops and four test drops at 15,000 lbf at test locations spaced every 528 ft (i.e., 0.1 mi) per lane, producing 84 test points, plus three points each at four overpasses in two directions, for an additional 24 test points. In addition to the load and deflection data, the FWD automatically recorded the station, GPS coordinates, air temperature, and pavement surface temperature at each test point. Figure 1. The JILS truck mounted FWD used for nondestructive deflection testing. 1