Geotechnical Engineering Report Will Rogers Turnpike Pavement Rehabilitation from Milepost 316 to 320 Ota Project # Wr-Mc-130 Ottawa County, Oklahoma Klf Project No

GEOTECHNICAL ENGINEERING REPORT WILL ROGERS TURNPIKE PAVEMENT REHABILITATION FROM MILEPOST 316 TO 320 OTA PROJECT # WR-MC-130 OTTAWA COUNTY, OKLAHOMA KLF PROJECT NO . 20170366

AUGUST 25, 2016

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED.

August 25, 2016 Project No.: 20170366

Mr. Kevin Kriewall Craig & Keithline, Inc. 6940 South Utica Avenue Tulsa, Oklahoma 74136 E-mail: [email protected]

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 James L. Stiady, PhD, PE*, GE* Project Manager Senior Pavement Engineer *Not Registered in Oklahoma

NH/JS: wt

TABLE OF CONTENTS

SECTION PAGE 1. INTRODUCTION ...... 1 1.1 GENERAL ...... 1 1.2 PROPOSED CONSTRUCTION ...... 1 2. SITE CONDITIONS ...... 3 2.1 SITE DESCRIPTION ...... 3 2.2 SUBSURFACE CONDITIONS ...... 3 2.3 PAVEMENT DISTRESS SURVEY ...... 5 2.4 LABORATORY TESTING ...... 5 2.5 GROUNDWATER OBSERVATIONS ...... 6 2.6 FWD TESTING ...... 6 3. CONCLUSIONS AND RECOMMENDATIONS ...... 10 3.1 GENERAL ...... 10 3.2 PRIMARY GEOTECHNICAL CONSIDERATIONS ...... 10 3.2.1 Varying Thicknesses of Pavement...... 10 3.2.2 Conditions of Existing Pavement ...... 10 3.3 PAVEMENTS ...... 11 3.3.1 Traffic Information ...... 11 3.3.2 Mill/Overlay ...... 11 3.3.2.1 Mill/Overlay Design ...... 12 4. ADDITIONAL SERVICES ...... 14 4.1 PLANS AND SPECIFICATIONS REVIEW ...... 14 4.2 CONSTRUCTION OBSERVATION AND TESTING ...... 14 5. LIMITATIONS ...... 15

FIGURES

1 Site Location Diagram 2 to 9 Boring Locations Diagram

APPENDICES

A Field Exploration Program B Laboratory Testing Program C FWD Report by ARA, Inc. D GBA Document

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 No. TUL 16P36625 dated March 14, 2016, authorized by our Agreement with Craig and Keithline, Inc., dated May 2, 2016 and executed on May 3, 2016.

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.

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.

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

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

the logs represent the approximate boundaries between material types; in-situ, the transitions may vary or be gradual.

Table 2-1: Brief Summary of Pavement Thickness and Locations

Approximate Location Aggregate Boring Base AC thickness (in) Number Mile Marker Thickness Direction Lane (MM) (in.) P-1 Eastbound (TPU) Outside (Slow) Lane 316.03 14¼ 12 P-2 Westbound (TPU) Outside (Slow) Lane 315.95 15½ 10 P-3 Westbound Outside (Slow) Lane 316.09 12 13 P-4 Eastbound Inside (Fast) Lane 316.33 16½ 25½ P-5 Eastbound Outside (Slow) Lane 316.50 13¼ 8 P-6 Westbound Outside (Slow) Lane 316.60 12 24 P-7 Westbound Inside (Fast) Lane 316.73 13 23 P-8 Eastbound Outside (Slow) Lane 316.96 12 4 P-9 Eastbound (TPU) Outside (Slow) Lane 317.11 13½ 9 P-10 Westbound (TPU) Outside (Slow) Lane 317.03 16½ 4 P-11 Westbound Inside (Fast) Lane 317.17 13 9 P-12 Westbound Outside (Slow) Lane 317.3 13½ 11½ P-13 Eastbound Outside (Slow) Lane 317.56 12 8 P-14 Eastbound Inside (Fast) Lane 317.71 14 15½ P-15 Westbound Outside (Slow) Lane 317.78 13¼ 11¾ P-16 Eastbound Outside (Slow) Lane 318.01 13 23 P-17 Westbound Outside (Slow) Lane 318.06 12 18 P-18 Eastbound (TPU) Outside (Slow) Lane 318.25 11½ 13½ P-19 Westbound (TPU) Outside (Slow) Lane 318.17 12½ 18 P-20 Eastbound Outside (Slow) Lane 318.32 15 23 P-21 Eastbound Inside (Fast) Lane 318.48 15 15 P-22 Westbound Outside (Slow) Lane 318.6 13½ 10½ P-23 Westbound Inside (Fast) Lane 318.74 13¼ 17¼ P-24 Eastbound Outside (Slow) Lane 318.98 15 31 P-25 Westbound Outside (Slow) Lane 319.08 13 10½ P-26 Eastbound Outside (Slow) Lane 319.29 14 21¼ P-27 Eastbound (TPU) Outside (Slow) Lane 319.74 18 24 P-28 Westbound (TPU) Outside (Slow) Lane 319.36 13¼ 22¾ P-29 Eastbound Inside (Fast) Lane 319.59 14 26 P-30 Westbound Inside (Fast) Lane 319.66 13¾ 22 P-31 Westbound Outside (Slow) Lane 319.8 11 24

Table 2-1: Brief Summary of Pavement Thickness and Locations

Approximate Location Aggregate Boring Base AC thickness (in) Number Mile Marker Thickness Direction Lane (MM) (in.) P-32 Eastbound Outside (Slow) Lane 320.07 13 23 P-33 Eastbound Shoulder 316.62 9 12

2.3 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 63.61. 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.

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

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.

Table 2-2: Summary of FWD Test Results

Traffic H1 H2 AC D0 @ 9k/68F Mr Ep SNeff Approximate MM Direction (in) (in) Temp (F) (mil) (psi) (psi) (in) 316.00 Eastbound 13.6 12.0 80.5 5.83 8,539 213,484 6.9 316.10 Eastbound 13.6 12.0 81.0 5.94 8,424 208,884 6.8 316.20 Eastbound 13.6 12.0 80.5 5.72 8,979 213,449 6.9 316.30 Eastbound 13.6 12.0 81.0 5.80 8,883 210,406 6.9 316.40 Eastbound 13.6 12.0 79.7 5.99 7,636 218,302 6.9 316.50 Eastbound 13.6 12.0 81.1 5.32 8,743 243,326 7.2 316.63 Eastbound 13.6 12.0 80.0 6.34 7,912 195,337 6.7 316.70 Eastbound 13.6 12.0 80.4 5.91 8,583 208,126 6.8 316.80 Eastbound 13.6 12.0 81.4 5.96 9,052 199,542 6.7 316.90 Eastbound 13.6 12.0 81.0 5.38 9,651 225,413 7.0 316.97 Eastbound 13.6 12.0 80.1 5.72 9,014 213,103 6.9 317.07 Eastbound 13.6 12.0 83.3 6.43 10,095 168,107 6.4 317.17 Eastbound 13.6 12.0 83.9 5.03 11,044 232,185 7.1 317.27 Eastbound 13.6 12.0 83.8 6.69 7,634 183,260 6.6 317.37 Eastbound 13.6 12.0 84.5 5.58 8,373 231,741 7.1 317.47 Eastbound 13.6 12.0 83.6 5.86 8,428 213,345 6.9 317.57 Eastbound 13.6 12.0 82.1 5.72 8,584 219,094 7.0 317.67 Eastbound 13.6 12.0 83.5 5.32 9,130 237,326 7.1 317.77 Eastbound 13.6 12.0 83.6 5.30 7,616 268,005 7.4 317.87 Eastbound 13.6 12.0 81.2 6.76 7,106 188,007 6.6 318.01 Eastbound 13.6 12.0 84.3 4.07 18,540 247,996 7.2 318.11 Eastbound 13.6 12.0 84.6 6.18 8,283 197,875 6.7 318.21 Eastbound 13.6 12.0 84.2 5.61 9,025 219,586 7.0 318.31 Eastbound 14.6 12.0 83.2 5.38 8,871 231,296 7.3 318.41 Eastbound 14.6 12.0 82.5 5.83 7,870 218,518 7.2 318.51 Eastbound 14.6 12.0 86.2 4.44 8,084 335,478 8.3 318.61 Eastbound 14.6 12.0 84.9 4.70 9,946 268,124 7.7 318.71 Eastbound 14.6 12.0 83.7 5.77 7,624 226,120 7.3 318.82 Eastbound 14.6 12.0 85.8 5.91 8,555 203,963 7.0 318.91 Eastbound 14.6 12.0 84.5 5.94 8,095 208,473 7.1 318.99 Eastbound 14.6 12.0 83.0 6.04 8,441 198,747 7.0 319.09 Eastbound 14.6 12.0 84.5 5.94 7,995 210,191 7.1 319.19 Eastbound 14.6 12.0 83.0 7.18 6,803 171,102 6.6 319.29 Eastbound 14.6 12.0 85.6 5.74 9,127 205,653 7.1 319.39 Eastbound 14.6 12.0 82.1 6.81 6,453 192,058 6.9 319.49 Eastbound 14.6 12.0 84.9 6.70 7,557 179,648 6.7 319.59 Eastbound 14.6 12.0 85.2 5.93 7,878 212,259 7.1 319.69 Eastbound 14.6 12.0 84.3 5.90 9,339 195,296 6.9 319.79 Eastbound 14.6 12.0 85.6 5.85 8,952 202,149 7.0 319.89 Eastbound 14.6 12.0 84.3 6.38 6,821 206,122 7.1 319.99 Eastbound 14.6 12.0 83.4 5.16 11,878 211,700 7.1 320.08 Eastbound 14.6 12.0 85.6 6.30 9,222 177,837 6.7

Table 2-2: Summary of FWD Test Results

Traffic H1 H2 AC D0 @ 9k/68F Mr Ep SNeff Approximate MM Direction (in) (in) Temp (F) (mil) (psi) (psi) (in) 315.92 Westbound 12.7 12.0 94.4 5.42 7,818 261,571 7.1 316.00 Westbound 12.7 12.0 92.0 6.04 8,306 209,822 6.6 316.10 Westbound 12.7 12.0 91.8 6.14 8,142 207,132 6.6 316.20 Westbound 12.7 12.0 91.6 5.49 8,175 247,728 7.0 316.30 Westbound 12.7 12.0 92.5 5.67 8,146 235,644 6.9 316.40 Westbound 12.7 12.0 92.4 6.42 7,959 195,464 6.4 316.50 Westbound 12.7 12.0 93.7 6.09 8,263 207,747 6.6 316.60 Westbound 12.7 12.0 93.4 5.77 7,845 234,914 6.9 316.70 Westbound 12.7 12.0 93.1 5.81 8,701 217,591 6.7 316.80 Westbound 12.7 12.0 89.0 5.20 9,691 243,467 6.9 316.90 Westbound 12.7 12.0 91.2 5.47 9,466 227,883 6.8 317.00 Westbound 12.7 12.0 91.7 5.67 8,672 226,431 6.8 317.10 Westbound 12.7 12.0 93.9 6.25 7,624 209,707 6.6 317.20 Westbound 12.7 12.0 91.3 6.14 8,269 205,337 6.6 317.30 Westbound 12.7 12.0 92.1 5.79 8,486 221,900 6.7 317.40 Westbound 12.7 12.0 91.9 5.62 8,582 231,187 6.8 317.50 Westbound 12.7 12.0 91.9 5.59 8,237 239,481 6.9 317.60 Westbound 12.7 12.0 94.4 5.26 10,232 231,433 6.8 317.70 Westbound 12.7 12.0 91.7 5.61 8,471 233,966 6.8 317.80 Westbound 12.7 12.0 90.8 6.15 8,163 205,860 6.6 317.90 Westbound 12.7 12.0 91.6 3.50 20,689 299,308 7.4 318.00 Westbound 12.7 12.0 92.4 5.97 8,719 208,046 6.6 318.10 Westbound 12.7 12.0 91.0 6.51 8,319 186,177 6.3 318.20 Westbound 12.7 12.0 90.2 7.77 7,421 150,693 5.9 318.30 Westbound 13.0 12.0 88.9 6.83 7,573 180,437 6.4 318.40 Westbound 13.0 12.0 91.0 7.64 5,982 174,378 6.3 318.50 Westbound 13.0 12.0 89.6 6.75 8,041 178,081 6.3 318.60 Westbound 13.0 12.0 90.8 7.05 7,526 172,698 6.3 318.70 Westbound 13.0 12.0 90.8 6.82 6,901 191,843 6.5 318.80 Westbound 13.0 12.0 90.5 5.99 8,018 215,413 6.8 318.90 Westbound 13.0 12.0 89.0 6.62 7,170 196,310 6.5 319.00 Westbound 13.0 12.0 87.8 5.17 9,983 239,145 7.0 319.10 Westbound 13.0 12.0 89.4 5.92 7,841 222,839 6.8 319.20 Westbound 13.0 12.0 88.3 6.11 8,585 200,518 6.6 319.30 Westbound 13.0 12.0 89.2 5.63 8,544 229,239 6.9 319.40 Westbound 13.0 12.0 89.8 7.71 6,966 156,619 6.1 319.50 Westbound 13.0 12.0 91.4 6.24 8,019 201,869 6.6 319.60 Westbound 13.0 12.0 92.1 6.83 6,889 191,624 6.5 319.70 Westbound 13.0 12.0 88.9 5.25 11,367 217,726 6.8 319.80 Westbound 13.0 12.0 89.7 6.32 7,135 212,360 6.7 319.90 Westbound 13.0 12.0 89.0 4.15 15,497 265,464 7.2 319.98 Westbound 13.0 12.0 86.4 4.27 14,447 262,926 7.2 316.03 Eastbound 14.3 12.0 76.7 5.21 8,703 248,178 7.4 316.03 Eastbound 14.3 12.0 80.1 5.47 8,765 228,826 7.2 316.04 Eastbound 14.3 12.0 80.7 4.85 9,225 268,715 7.6 317.11 Eastbound 13.5 12.0 76.6 5.49 8,771 231,913 7.1 317.11 Eastbound 13.5 12.0 81.0 5.53 8,569 232,390 7.1 317.11 Eastbound 13.5 12.0 81.0 6.05 8,487 202,480 6.7 318.25 Eastbound 11.5 12.0 76.5 4.98 9,538 273,757 6.9

Table 2-2: Summary of FWD Test Results

Traffic H1 H2 AC D0 @ 9k/68F Mr Ep SNeff Approximate MM Direction (in) (in) Temp (F) (mil) (psi) (psi) (in) 318.25 Eastbound 11.5 12.0 82.8 4.60 9,426 315,776 7.2 318.26 Eastbound 11.5 12.0 84.6 4.39 9,744 333,758 7.3 319.44 Eastbound 18.0 12.0 82.5 4.30 9,156 298,205 9.0 319.44 Eastbound 18.0 12.0 83.2 4.25 9,081 304,588 9.1 319.44 Eastbound 18.0 12.0 83.3 4.34 9,027 295,848 9.0 315.95 Westbound 15.6 12.0 91.7 5.86 6,258 243,065 7.8 315.95 Westbound 15.6 12.0 85.5 4.42 7,655 339,718 8.7 315.96 Westbound 15.6 12.0 83.0 4.70 8,329 290,540 8.2 317.03 Westbound 17.5 12.0 88.3 3.53 9,421 406,866 9.8 317.03 Westbound 17.5 12.0 81.8 3.43 10,138 406,554 9.8 317.03 Westbound 17.5 12.0 81.6 3.47 9,919 405,365 9.8 318.17 Westbound 13.0 12.0 88.8 4.33 8,960 344,647 7.9 318.17 Westbound 13.0 12.0 80.0 5.27 8,222 262,033 7.2 318.18 Westbound 13.0 12.0 83.7 5.66 7,373 250,225 7.1 319.36 Westbound 13.3 12.0 88.2 5.48 7,370 261,686 7.3 319.36 Westbound 13.3 12.0 80.4 5.99 7,476 223,982 6.9 319.36 Westbound 13.3 12.0 83.5 6.38 7,079 208,870 6.7

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

3.2.1 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.

3.2.2 Conditions of Existing Pavement

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

3.3.1 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 ...... 4.6% Percent Truck w/ 5 & 6 Axle ...... 31.4% Directional Distribution ...... 50%

Kleinfelder assumed the following performance design parameters for the subject project:

Percent Truck w/ 2 Axle ...... 25% Reliability ...... 90% Lane Factor ...... 0.8

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.

3.3.2 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

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.

3.3.2.1 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 ...... 4.2 Terminal Serviceability ...... 2.5 Overall Standard Deviation ...... 0.49 Drainage Factor ...... 1.0 Required Structural Number ...... 6.3 Existing Structural Number (mean value from FWD tests) ...... 6.9

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.

Table 3-1. Mill/Overlay Recommendations Total Recommended Average Mill Depth, Overlay Asphaltic ODOT Specification Design ESALs inches Concrete (AC) Section Thickness, inches

60.1 Millions 2 2.0 411 & 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).

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.

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

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.

FIGURES

FIGURE 1. SITE LOCATION DIAGRAM FIGURES 2 TO 9. BORING LOCATION DIAGRAM

NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 SITE LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 1 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 2 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 3 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 4 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 5 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 6 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 7 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 8 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366 NORTH

PROJECT NO. 20170366 FIGURE Source: Google Earth DRAWN: 8/10/2016 BORING LOCATION DIAGRAM 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 DRAWN BY: NH warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This CHECKED BY: JS document is not intended for use as a land survey product nor it is designed or intended as a construction design document. The WILL ROGERS TURNPIKE- MM 316 to 320 9 use or misuse of the information contained on this graphic FILE NAME: OTA PROJECT # WR-MC-130 representation is at the soile risk of the party using or misusing OTTAWA COUNTY, OKLAHOMA the information. 20170366

APPENDIX A

FIELD EXPLORATION PROGRAM

PAVEMENT CONDITION INDEX RESULTS

PAVEMENT CORE LOGS

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, 2016. 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.

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

Section Condition Report Date: 1 of 3 Pavement Database: NetworkID: New

Last Age Branch ID Section ID Last Surface Use Rank Lanes True Area Inspection At PCI Const. (SqFt) Date Inspection Date

20170366 (WRTP) P-10 07/07/1966 AAC ROADWAY A 1 1,200.0007/28/2016 50 69.00

20170366 (WRTP) P-11E 07/07/1966 AAC ROADWAY A 2 1,200.0007/28/2016 50 69.00

20170366 (WRTP) P-11W 07/07/1966 AAC ROADWAY A 2 1,200.0007/28/2016 50 67.00

20170366 (WRTP) P-14E 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 73.00

20170366 (WRTP) P-14W 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 61.00

20170366 (WRTP) P-15 07/07/1966 AAC ROADWAY A 1 1,200.0007/27/2016 50 78.00

20170366 (WRTP) P-16 07/07/1966 AAC ROADWAY A 1 1,200.0007/26/2016 50 78.00

20170366 (WRTP) P-19 07/07/1966 AAC ROADWAY A 1 1,200.0007/27/2016 50 50.00

20170366 (WRTP) P-2 07/07/1966 AAC ROADWAY A 1 1,200.0007/28/2016 50 21.00

20170366 (WRTP) P-20 07/07/1966 AAC ROADWAY A 1 1,200.0007/26/2016 50 71.00

20170366 (WRTP) P-21E 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 57.00

20170366 (WRTP) P-21W 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 57.00

20170366 (WRTP) P-23E 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 69.00

20170366 (WRTP) P-23W 07/07/1966 AAC ROADWAY A 2 1,200.0007/28/2016 50 70.00

20170366 (WRTP) P-25 07/07/1966 AAC ROADWAY A 1 1,200.0007/27/2016 50 73.00

20170366 (WRTP) P-26 07/07/1966 AAC ROADWAY A 1 1,200.0007/26/2016 50 49.00

20170366 (WRTP) P-29E 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 66.00

20170366 (WRTP) P-29W 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 58.00

20170366 (WRTP) P-3 07/07/1966 AAC ROADWAY A 1 1,200.0007/28/2016 50 50.00

20170366 (WRTP) P-30E 07/07/1966 AAC ROADWAY A 2 1,200.0007/28/2016 50 68.00

20170366 (WRTP) P-30W 07/07/1966 AAC ROADWAY A 2 1,200.0007/28/2016 50 66.00

20170366 (WRTP) P-31 07/07/1966 AAC ROADWAY A 1 1,200.0007/27/2016 50 75.00

20170366 (WRTP) P-32 07/07/1966 AAC ROADWAY A 1 1,200.0007/26/2016 50 64.00

20170366 (WRTP) P-33 07/07/1966 AAC ROADWAY A 1 1,200.0005/19/2016 50 78.00

20170366 (WRTP) P-4E 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 55.00

20170366 (WRTP) P-4W 07/07/1966 AAC ROADWAY A 2 1,200.0007/27/2016 50 67.00

20170366 (WRTP) P-5 07/07/1966 AAC ROADWAY A 1 1,200.0005/18/2016 50 57.00 Section Condition Report Date: 2 of 3 Pavement Database: NetworkID: New

Last Age Branch ID Section ID Last Surface Use Rank Lanes True Area Inspection At PCI Const. (SqFt) Date Inspection Date

20170366 (WRTP) P-6 07/07/1966 AAC ROADWAY A 1 1,200.0007/28/2016 50 68.00

20170366 (WRTP) P-7E 07/07/1966 AAC ROADWAY A 2 1,200.0007/28/2016 50 58.00

20170366 (WRTP) P-7W 07/07/1966 AAC ROADWAY A 2 1,200.0007/28/2016 50 64.00

20170366 (WRTP) P-8 07/07/1966 AAC ROADWAY A 1 1,200.0005/18/2016 50 66.00 Date: Section Condition Report 3 of 3 Pavement Database:

Arithmetic PCI Weighted Average Standard Average Average Total Number PCI Deviation PCI Age Age At Area of Category Inspection (SqFt) Sections

over 40 50.00 37,200.00 31 63.61 11.16 63.61

All 50.00 37,200.00 31 63.61 11.16 63.61

PAVEMENT CORE LOGS

20170366/ TUL16R45722 August 25 2016 © 2016 Kleinfelder gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:54 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE May 18, 2016 LOCATION Approximately MM 316.03, Eastbound Outside Lane 29 ft Rt. of Median GPS 36.89582° N / -94.82289° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-1 Asphaltic Concrete 14-1/4

Total Core Thickness 14-1/4

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 12.0 inches 0 to 12 1A SAND with Gravel: dark brown 12 to 18 1B Lean CLAY with Sand and Gravel: dark gray 18 to 24 1C Lean CLAY with Sand (CL): LL=24, PL=16, PI=8, #200=71.0% 24 to 48

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-1 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-1 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:54 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 28, 2016 LOCATION Approximately MM 315.95, TPU, Westbound Outside Lane 27 ft Lt. of Median GPS 36.89599° N / -94.82288° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-2 Asphaltic Concrete separation at 3-3/4" 15-1/2

Total Core Thickness 15-1/2

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 10.0 inches 0 to 10 2A Lean CLAY with Sand: brown LL=43, PI=28, #200=81.0% 10 to 16 2B Lean CLAY with Sand: brown 16 to 36

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-2 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-2 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:54 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 28, 2016 LOCATION Approximately MM 316.09, Westbound Outside Lane 28 ft Lt. of Median GPS 36.89694° N / -94.8 052° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-3 Asphaltic Concrete separation at 4-1/4" and 6-3/4" 12

Total Core Thickness 12

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 13.0 inches 0 to 13 3A Lean CLAY with Sand: light brown LL=36, PI=21, #200=73.0% 13 to 19 3B Lean CLAY with Sand: light brown 19 to 49

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-3 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-3 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:55 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 316.33, Eastbound Inside Lane 10 ft Rt. of Median GPS 36.89786° N / -94.81803° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-4 Asphaltic Concrete seperation at 8.5 inches 16-1/2

Total Core Thickness 1 -1/2

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 25.5 inches 0 to 25.5 4A Sandy Lean CLAY with Sand: olive brown 25.5 to 31.5 4B Sandy Lean CLAY with Sand: olive brown LL=36, PI=22, #200=59.0% 31.5 to 61.5

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-4 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-4 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:55 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE May 18, 2016 LOCATION Approximately MM 316.50, Eastbound Outside Lane 29 ft Rt. of Median GPS 36.89888° N / -94.81544° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics* Thickness (in) P-5 Asphaltic Concrete 13-1/4

Total Core Thickness 13-1/4

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 8.0 inches 0 to 8 5A Gravelly SAND trace Clay: brown 8 to 14 5B Silty Clayey GRAVEL with Sand (GC - GM): yellowish brown LL=22, PL=15, PI=7, #200=12.6% 14 to 22

CORE LOG REMARKS: PROJECT NO.: 20170366 - * Hand Auger refusal was attained @ 22 in below PAVEMENT CORING LOG P-5 pavement. DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-5 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:55 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 28, 2016 LOCATION Approximately MM 31 . 0, Westbound Outside Lane 29 ft Lt. of Median GPS 36.89996° N / -94.81322° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-6 Asphaltic Concrete seperation at 2 inches 12 cracks from 0 - 1-3/4 inches

Total Core Thickness 12

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 24 inches 0 to 24 6A Lean CLAY with Sand (CL): brown LL=41, PI=24, #200=80% 24 to 30 6B Lean CLAY with Sand (CL): brown 30 to 60

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-6 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-6 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:55 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 28, 2016 LOCATION Approximately MM 316.73, Westbound Inside Lane 9 ft Lt. of Median GPS 36.90098° N / -94.81064° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-7 Asphaltic cracks at 5.5 inches 13

Total Core Thickness 13

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 23 inches 0 to 23 7A Lean CLAY with Sand (CL): light brown LL=39, PI=23, #200=70% 23 to 29 7B Lean CLAY with Sand (CL): light brown 29 to 59

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-7 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-7 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/24/2016 12:29 PM BY: tlrobinson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-8 Asphaltic Concrete 12

Total Core Thickness 12

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 4.0 inches 0 to 4 8A Gravelly SAND: brown and gray 4 to 10 8B Clayey SAND: yellowish brown and orangish brown LL=30, PL=15, PI=15, #200=32.0% 10 to 24 8C Lean CLAY with Sand and Gravel: dark gray with yellowish brown 24 to 36

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-8 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-8 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/24/2016 12:29 PM BY: tlrobinson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-9 Asphaltic Concrete 13-1/2

Total Core Thickness 13-1/2

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 9.0 inches 0 to 9 9A Clayey GRAVEL with Sand: dark brown to brown 9 to 27 9B Sandy Lean CLAY: dark gray, brown and yellowish brown LL=33, PL=17, PI=16, #200=53.0% 27 to 45

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-9 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-9 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 02:45 PM BY: PAThompson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics* Thickness (in) P-10 Asphaltic Concrete seperation at 4 inches 16-1/2

Total Core Thickness 16-1/2

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 4 inches 0 to 4 10A Sandy Lean CLAY (CL): brown LL=44, PI=25, #200=66% 4 to 10 10B Sandy Lean CLAY (CL): brown 10 to 40

CORE LOG REMARKS: PROJECT NO.: 20170366 - * Asphalt type based on visual observation only. PAVEMENT CORING LOG P-10 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-10 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:56 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 28, 2016 LOCATION Approximately MM 317.17, Westbound Inside Lane 10 ft Lt. of Median GPS 36.90385° N / -94.80366° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-11 Asphaltic Concrete 13

Total Core Thickness 13

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 9 inches 0 to 9 11A Sandy Lean CLAY (CL): light brown 9 to 15 11B Sandy Lean CLAY (CL): brown 15 to 45

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-11 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-11 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:56 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 317.30, Westbound Outside Lane 27 ft Lt. of Median GPS 36.90490° N / -94.80125° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-12 Asphaltic Concrete 13-1/2

Total Core Thickness 13-1/2

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 11.5 inches 0 to 11.5 12A Fat CLAY (CL) with Sand: light brown LL=50, PI=31, #200=71% 11.5 to 17.5 12B Lean CLAY (CL) with Sand: light brown 17.5 to 47.5

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-12 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-12 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:56 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE May 19, 2016 LOCATION Approximately MM 317.56, Eastbound Outside Lane 26.5 ft Rt. of Median GPS 36.90577° N / -94.79877° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics* Thickness (in) P-13 Asphaltic Concrete seperation at 4-3/4 inches 12

Total Core Thickness 12

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 8.0 inches 0 to 8 13A GRAVEL with Sand: brown to gray 8 to 20 13B Sandy Lean CLAY: dark gray and brown with red 20 to 28 13C Sandy Lean CLAY with Gravel: yellowish brown, gray and olive brown LL=47, PL=19, PI=28, 28 to 32 #200=60.0%

CORE LOG REMARKS: PROJECT NO.: 20170366 - * Hand Auger refusal was attained @ 32 in below PAVEMENT CORING LOG P-13 pavement. DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-13 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:56 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 317.71, Eastbound Inside Lane 9.6 Rt. of Median GPS 36.90683° N / -94.79633° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-14 Asphaltic Concrete seperation at 7-1/4 inches 14

Total Core Thickness 14

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 15.5 inches 0 to 15.5 14A Clayey SAND (SC): gray-brown LL=35, PI=19, #200=42 15.5 to 22.5 14B Lean CLAY (CL) with Sand: gray-brown 22.5 to 52.5

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-14 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-14 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:57 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 317.78, Westbound Outside Lane 27.25 Lt. of Median GPS 36.90791° N / -94.79401° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-15 Asphaltic Concrete 13-1/4

Total Core Thickness 13-1/4

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 11.75 inches 0 to 11.75 15A Sandy Lean CLAY (CL): light brown 11.75 to 17.75 15B Sandy Lean CLAY (CL): light brown LL=38, PI=19, #200=55% 17.75 to 47.75

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-15 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-15 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:57 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 26, 20 6 LOCATION Approximately MM 318.0 , Eastbound Outside Lane 26 ft Rt. of Median GPS 36.90872° N / -94.79156° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics* Thickness (in) P-16 Asphaltic Concrete seperation at 5 inches 13

Total Core Thickness 13

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 13 inches 0 to 23 16A Clayey SAND (SC): brown LL=26, PI=11, #200=41 23 to 29

CORE LOG REMARKS: PROJECT NO.: 20170366 - * Auger refusal was attained @ 6 in below pavement. PAVEMENT CORING LOG P-16 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-16 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:57 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 318.06, Westbound Outside Lane 28 ft Lt. of Median GPS 36.90965° N / -94.78975° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-17 Asphaltic Concrete 12

Total Core Thickness 12

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 18 inches 0 to 18 17A Sandy Lean CLAY (CL): light brown 18 to 24 17B Sandy Lean CLAY (CL): gray-brown LL=38, PI=20, #200=62 24 to 54

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-17 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-17 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/24/2016 12:29 PM BY: tlrobinson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics 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 No. Layer Type Layer Depth (in) AGGREGATE BASE: 13.5 inches 0 to 13.5 18A Sandy Lean CLAY (CL): olive brown LL=32, PI=17, #200=55 13.5 to 19.5 18B Sandy Lean CLAY (CL): olive brown 19.5 to 25.5 18C Sandy Lean CLAY (CL): olive brown 25.5 to 49.5

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-18 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-18 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:57 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 318.17, TPU, Westbound Outside Lane 25 ft Lt. of Median GPS 36.91049° N / -94.78773° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-19 Asphaltic Concrete seperation at 1-3/4 inches 12-1/2

Total Core Thickness 12-1/2

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 18 inches 0 to 18 19A Silty Clayey SAND with Gravel (SC-SM): brown LL=19, PI=4, #200=31 18 to 24 19B Lean CLAY (CL) with Sand: brown 24 to 54

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-19 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-19 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/24/2016 12:30 PM BY: tlrobinson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-20 Asphaltic Concrete 15

Total Core Thickness 15

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 23 inches 0 to 23 20A Sandy Lean CLAY (CL): brown LL=38, PI=22, #200=55 23 to 29 20B Sandy Lean CLAY (CL): brown 29 to 59

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-20 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-20 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:58 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 318.48, Eastbound Inside Lane 9.75 ft Rt. of Median GPS 36.91240° N / -94.78281° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-21 Asphaltic Concrete seperation at 6.5 inches 15

Total Core Thickness 15

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 15 inches 0 to 15 21A Gravelly CLAY (CL): red-brown 15 to 21 21B Clayey SAND with Gravel (SC): grey-brown LL=23, PI=8, #200=25 21 to 27 21C Lean CLAY (CL): brown 27 to 51

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-21 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-21 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:58 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 318.60, Westbound Outside Lane 29 ft Lt. of Median GPS 36.91331° N / -94.78087° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-22 Asphaltic Concrete 13-1/2

Total Core Thickness 13-1/2

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 10.5 inches 0 to 10.5 22A Clayey SAND with Gravel (SC): red-brown 10.5 to 16.5 22B Clayey SAND with Gravel (SC): light brown LL=28, PI=13, #200=28 16.5 to 27.5 22C Lean CLAY with Sand: brown 27.5 to 46.5

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-22 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-22 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:58 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 28, 2016 LOCATION Approximately MM 318.74, Westbound Inside Lane 9.8 Lt. of Median GPS 36.91418° N / -94.77861° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-23 Asphaltic Concrete separation at 5-1/4" 13-1/4

Total Core Thickness 13-1/4

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 17.25 inches 0 to 17.25 23A Sandy Lena CLAY (CL): light brown LL=42, PI=22, #200=69 17.25 to 23.25 23B Sandy Lean CLAY (CL): light brown 23.25 to 53.25

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-23 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-23 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:58 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 26, 2016 LOCATION Approximately MM 318.98, Eastbound Outside Lane 27.75 ft Rt. of Median GPS 36.91510° N / -94.77612° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-24 Asphaltic Concrete 15

Total Core Thickness 15

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 31 inches 0 to 31 24A Lean CLAY with Sand (CL): brown LL=43, PI=22, #200=73 31 to 37 24B Lean to Fat CLAY: dark gray 37 to 49 24C Lean CLAY: dark gray 49 to 67

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-24 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-24 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:59 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 319.08, Westbound Outside Lane 27.5 ft Lt. of Median GPS 36.91622° N / -94.77377° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-25 Asphaltic Concrete 13

Total Core Thickness 13

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 10.5 inches 0 to 10.5 25A Sandy Lean CLAY (CL): light brown 10.5 to 16.5 25B Sandy Lean CLAY (CL): light brown LL=40, PI=22, #200=60 16.5 to 46.5

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-25 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-25 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:59 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 26, 2016 LOCATION Approximately MM 319.29, Eastbound Outside Lane 29 ft Rt. of Median GPS 36.91707° N / -94.77116° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-26 Asphaltic Concrete 14

Total Core Thickness 14

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 21.25 inches 0 to 21.25 26A Sandy Lean CLAY (CL): brown 21.25 to 27.25 26B Lean CLAY (CL) with Sand: brown LL=45, PI=23, #200=78 27.25 to 57.25

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-26 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-26 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:59 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 26, 2016 LOCATION Approximately MM 319.44, TPU, Eastbound Outside Lane 27.75 ft Rt. of Median GPS 36.91789° N / -94.76892° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-27 Asphaltic Concrete seperation at 5.5 inches 18

Total Core Thickness 18

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 24 inches 0 to 24 27A Lean CLAY with Sand (CL): olive brown LL=41, PI=22, #200=78 24 to 30 27B Lean CLAY with Sand (CL): olive brown 30 to 60

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-27 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-27 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/24/2016 12:30 PM BY: tlrobinson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-28 Asphaltic Concrete 13-1/4

Total Core Thickness 13-1/4

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 22.75 inches 0 to 22.75 28A Sandy Lean CLAY with Gravel (CL): brown LL=41, PI=24, #200=66 22.75 to 28.75 28B Sandy Lean CLAY (CL): brown 28.75 to 58.75

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-28 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-28 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:59 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 319.59, Eastbound Inside Lane 9 ft Rt. of Median GPS 36.91877° N / -94.76624° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-29 Asphaltic Concrete seperation at 6.5 and 8.5 inches 14

Total Core Thickness 14

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 26 inches 0 to 26 29A Silty Clayey SAND with Gravel (SC-SM): brown LL=22, PI=7, #200=38 26 to 32 29B Lean CLAY (CL) with Sand: brown 32 to 62

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-29 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-29 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 06:59 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 28, 2016 LOCATION Approximately MM 319.66, Westbound Inside Lane 9.5 ft Lt. of Median GPS 36.91959° N / -94.76368° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-30 Asphaltic Concrete seperation at 6.5 inches 13-3/4

Total Core Thickness 13-3/4

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 22 inches 0 to 22 30A Lean CLAY with Sand (CL): light brown 22 to 28 30B Lean CLAY with Sand (CL): light brown LL=31, PI=13, #200=71 28 to 58

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-30 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-30 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 07:00 AM BY: PAThompson TOP PROJECT / LOCATION DATA:

CORE DATE July 27, 2016 LOCATION Approximately MM 319.80, Westbound Outside Lane 28.2 ft Lt. of Median GPS 36.93038° N / -94.76113° W

CORE LAYER DATA:

Surface Material Type: A.C. P.C.C. Continuously Reinforced Concrete

Stripping or Separation in Asphalt: Stripping Separation N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-31 Asphaltic Concrete 11

Total Core Thickness 11

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 24 inches 0 to 24 31A Sandy Lean CLAY with Gravel (CL): light brown LL=26, PI=11, #200=58 24 to 30 31B Sandy Lean CLAY with Gravel (CL): light brown 30 to 60

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-31 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-31 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/12/2016 03:11 PM BY: PAThompson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-32 Asphaltic Concrete seperation at 5 and 8 inches 13

Total Core Thickness 13

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 23 inches 0 to 23 32A Gravelly CLAY (CL): brown 23 to 29 32B Lean CLAY with Sand (CL): grey-brown LL=28, PI=13, #200=76 29 to 59

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-32 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-32 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [CLIENT_OKLAHOMA PAVEMENT CORE LOG] PLOTTED: 08/24/2016 12:30 PM BY: tlrobinson TOP PROJECT / LOCATION DATA:

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 N/A

Honeycomb or "D" Cracking PCC: Honeycomb "D" Cracking N/A

Stabilized Subgrade Beneath Pavement or Subbase? Yes No Unknown

CORE LAYER DATA (FROM TOP TO BOTTOM):

Core Layer No. Layer Type Layer Characteristics Thickness (in) P-33 Asphaltic Concrete seperation at 4 and 7 inches 9 cracks from 0 to 3 inches

Total Core Thickness 9

BASE / SUBGRADE LAYER DATA (FROM BELOW CORES):

Sample No. Layer Type Layer Depth (in) AGGREGATE BASE: 12.0 inches 0 to 12 33A GRAVEL with Clay: brown to dark brown 12 to 30 33B Lean CLAY: olive brown and yellowish brown and gray LL=37, PL=14, PI=23, #200=72.0% 30 to 36 33C CLAY with Sand and Gravel: red, dark gray, brown and yellowish brown 36 to 48

PROJECT NO.: 20170366 CORE LOG PAVEMENT CORING LOG P-33 DRAWN BY: BJM

CHECKED BY: NH Will Rogers TP - MM 316-320 P-33 DATE: 6/1/2016 WR-MC-130 Ottawa County, OK REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com

APPENDIX B

LABORATORY TESTING PROGRAM

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).

20170366/ TUL16R45722 B-1 August 25, 2016 © 2016 Kleinfelder gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - OKLAHOMA (IN PLACE)] PLOTTED: 08/24/2016 12:27 PM BY: tlrobinson

* Percent Passing Depth (in) Water Soluble Field Soil Group Station Description LL PI OSI Content Sulfates No. * From Passing Passing Passing Passing Passing Passing (%) (mg/kg) Below 3 in. 3/4 in. #4 #10 #40 #200 Core

1A MM 316.03, TPU, EB 29 ft Rt. 12 - 18 8.2 1B 18 - 24

1C A-4(3) LEAN CLAY WITH SAND 24 - 48 24 8 100 100 97 92 87 71 7.5 18.6

2A A-7-6(16) MM 315.95, TPU, WB 27 ft Lt. LEAN CLAY WITH SAND 10 - 16 43 28 100 100 99 98 97 81 21.2 2B 16 - 36 20.0

3A A-6(12) MM 316.09, WB 28 ft Lt. LEAN CLAY WITH SAND 13 - 19 36 21 100 100 99 97 91 73 21.2 3B 19 - 49 20.1

4A MM 316.33, EB 10 ft Rt. 25.5 - 31.5 19.4 4B A-6(10) SANDY LEAN CLAY 31.5 - 61.5 36 22 100 100 94 87 79 59 17.2

5A MM 316.50, EB 29 ft Rt. 8 - 14 7.5

5B A-2-4 SILTY CLAYEY GRAVEL WITH SAND 14 - 22 22 7 100 82 48 35 23 13 0.0 5.4 6A A-7-6(14) MM 316.50, WB 29 ft Lt. LEAN CLAY WITH SAND 24 - 30 41 24 100 100 100 98 95 80 20.2

6B 30 - 60 20.4 7A A-6(12) MM 316.73, WB 9 ft Lt. LEAN CLAY WITH SAND 23 - 29 39 23 100 100 98 95 90 70 19.9

7B 29 - 59 19.2 8A MM 316.96, EB 28 ft Rt. 4 - 10

8B A-2-6(1) CLAYEY SAND 10 - 24 30 15 100 100 80 64 49 32 4.9 12.3

8C 24 - 36 11.4 9A MM 317.11, TPU, EB 29 ft Rt. 9 - 27 9.0

9B A-6(5) SANDY LEAN CLAY 27 - 45 33 16 100 100 92 85 74 53 9.3 14.2 10A A-7-6(13) MM 317.03, TPU, WB 29 ft Lt. SANDY LEAN CLAY 4 - 10 44 25 100 100 93 88 82 66 21.8

10B 10 - 40 21.0 11A MM 317.17, WB 10 ft Lt. 9 - 15 16.3

11B A-6(9) SANDY LEAN CLAY 15 - 45 37 21 100 100 97 93 86 58 18.5

12A A-7-6(17) MM 317.30, WB 27 ft Lt. FAT CLAY WITH SAND 11.5 - 17.5 50 31 100 100 97 94 89 71 24.4 12B 17.5 - 47.5 23.8

13A MM 317.56, EB 26.5 ft Rt. 8 - 20 13B 20 - 28 12.2

PROJECT NO.: 20170366 TABLE LABORATORY TEST DRAWN BY: BJM RESULT SUMMARY Refer to the Geotechnical Evaluation Report or the CHECKED BY: NH B-1 supplemental plates for the method used for the testing Will Rogers TP - MM 316-320 performed above. DATE: 6/1/2016 WR-MC-130 NP = Nonplastic Ottawa County, OK NA = Not Available REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - OKLAHOMA (IN PLACE)] PLOTTED: 08/24/2016 12:27 PM BY: tlrobinson

13C A-7-6(14) MM 317.56, EB 26.5 ft Rt. SANDY LEAN CLAY WITH GRAVEL 28 - 32 47 28 100 94 84 78 71 60 20.1 23.5 14A A-6(4) MM 317.71, EB 9.6 ft Rt. CLAYEY SAND 15.5 - 22.5 35 19 100 100 87 79 69 42 17.2

14B 22.5 - 52.5 21.9

15A MM 317.78, WB 27.25 Lt Lt. 11.75 - 17.75 22.8 15B A-6(8) SANDY LEAN CLAY 17.75 - 47.75 38 19 100 100 88 81 70 55 19.3

16A A-6(1) MM 318.01, EB 26 ft Rt. CLAYEY SAND 23 - 29 26 11 100 100 93 85 68 41 10.1 17A MM 318.06, WB 28 ft Lt. 18 - 24 17.3

17B A-6(9) SANDY LEAN CLAY 24 - 54 38 20 100 100 92 86 80 62 23.0 18A A-6(7) MM 318.25, TPU, EB 27.8 ft Rt. SANDY LEAN CLAY 13.5 - 19.5 32 17 100 100 99 96 100 55 20.6

18B 19.5 - 25.5 15.1

18C 25.5 - 49.5 19.8 19A A-2-4(0) MM 318.17, TPU, WB 25 ft Lt. SILTY, CLAYEY SAND WITH GRAVEL 18 - 24 19 4 100 100 100 67 52 31 18.3

19B. 24 - 54 20A A-6(9) MM 318.32, EB 28.3 ft Rt. SANDY LEAN CLAY 23 - 29 38 22 100 100 96 90 78 55 18.3

20B 29 - 59 21.8 21A MM 318.48, EB 9.75 ft Rt. 15 - 21 12.5

21B A-2-4(0) CLAYEY SAND WITH GRAVEL 21 - 27 23 8 100 100 80 59 39 25 12.3

21C 27 - 51 20.8 22A MM 318.60, WB 29 ft Lt. 10.5 - 16.5 18.6

22B A-2-6(0) CLAYEY SAND WITH GRAVEL 16.5 - 27.5 28 13 100 100 83 66 44 28 15.7 22C 27.5 - 46.5 22.6

23A A-7-6(12) MM 318.74, WB 9.8 ft Lt. SANDY LEAN CLAY 17.25 - 23.25 42 22 100 100 95 89 81 69 25.4 23B 23.25 - 53.25 23.0

24A A-7-6(13) MM 318.98, EB 27.75 ft Rt. LEAN CLAY WITH SAND 31 - 37 43 22 100 100 97 91 81 73 20.7

24B 37 - 49 19.9 24C 49 - 67 21.9

25A MM 319.08, WB 27.5 ft Lt. 10.5 - 16.5 13.6 25B A-6(10) SANDY LEAN CLAY 16.5 - 46.5 40 22 100 100 96 93 87 60 24.0

PROJECT NO.: 20170366 TABLE LABORATORY TEST DRAWN BY: BJM RESULT SUMMARY Refer to the Geotechnical Evaluation Report or the CHECKED BY: NH B-2 supplemental plates for the method used for the testing Will Rogers TP - MM 316-320 performed above. DATE: 6/1/2016 WR-MC-130 NP = Nonplastic Ottawa County, OK NA = Not Available REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com gINT FILE: Klf_gint_master_2016 gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - OKLAHOMA (IN PLACE)] PLOTTED: 08/24/2016 12:27 PM BY: tlrobinson

26A MM 319.29, EB 29 ft Rt. 21.25 - 27.25 15.2 26B A-7-6(14) LEAN CLAY WITH SAND 27.25 - 57.25 45 23 100 100 98 93 86 78 20.1

27A A-7-6(13) MM 319.44, TPU, EB 27.75 ft Rt. LEAN CLAY WITH SAND 24 - 30 41 22 100 100 97 92 86 78 21.0

27B 30 - 60 23.7 28A A-7-6(12) MM 319.36, TPU, WB 25 ft Lt. SANDY LEAN CLAY WITH GRAVEL 22.75 - 28.75 41 24 100 100 83 79 74 66 22.3

28B 28.75 - 58.75 25.5 29A A-4(1) MM 319.59, EB 9 ft Rt. SILTY, CLAYEY SAND WITH GRAVEL 26 - 32 22 7 100 100 85 71 55 38 10.9

29B 32 - 62 23.2 30A MM 319.66, WB 9.5 ft Lt. 22 - 28 18.0

30B A-6(8) LEAN CLAY WITH SAND 28 - 58 31 13 100 100 99 96 92 71 17.6

31A A-6(5) MM 319.80, WB 28.2 ft Lt. SANDY LEAN CLAY WITH GRAVEL 24 - 30 26 11 100 100 82 75 67 58 18.6 31B 30 - 60 18.5

32A MM 320.07, EB 28 ft Rt. 23 - 29 13.1 32B A-6(9) LEAN CLAY WITH SAND 29 - 59 28 13 100 100 99 98 93 76 17.3

33A MM 316.62, EB 31 ft Rt. 12 - 30 33B A-6(14) LEAN CLAY 30 - 36 37 23 100 100 99 97 94 72 16.0 18.9

33C 36 - 48 12.9

PROJECT NO.: 20170366 TABLE LABORATORY TEST DRAWN BY: BJM RESULT SUMMARY Refer to the Geotechnical Evaluation Report or the CHECKED BY: NH B-3 supplemental plates for the method used for the testing Will Rogers TP - MM 316-320 performed above. DATE: 6/1/2016 WR-MC-130 NP = Nonplastic Ottawa County, OK NA = Not Available REVISED: - KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com

APPENDIX C

FWD REPORT BY ARA, INC.

August 9, 2016

Nur Hossain, PE Kleinfelder, Inc. 350 David L. Boren Blvd., Suite 1600 Norman, OK 73072 (405) 429‐9354 telephone [email protected]

Subject: Falling Weight Deflectometer (FWD) Testing Report for the Will Roger Turnpike near Miami, OK. ARA Project No. 002824.00002

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 William R. Vavrik, PhD, PE Senior Engineer Vice‐President, Principal Engineer

APPLIED RESEARCH ASSOCIATES, INC. ■ TRANSPORTATION 100 TRADE CENTRE DRIVE SUITE 200 ■ CHAMPAIGN, IL 61820-7322 (217) 356-4500 ■ FAX (217) 356-3088 ■ WWW.ARA.COM/TRANSPORTATION

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, 2016. 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.

DATA ANALYSIS AND RESULTS

The following sections describe the FWD data analysis procedures and results. A spreadsheet with the point‐by‐point results has been provided to Kleinfelder electronically.

Normalized Maximum Deflections ARA normalized the maximum deflection at each test location to 9,000 lbf using a linear extrapolation of the measured load and deflection data. Normalization is used to remove small variations in the actual load at each test point due to variations in pavement stiffness and to allow comparison of all deflections at a single load level. In addition, we normalized the AC deflections to a standard temperature of 68 °F to account for AC temperature susceptibility.

Figure 2 presents the normalized maximum deflection results for the eastbound and westbound traffic lanes, including the tests under the overpasses. It shows the mainline deflections ranged from 4 to 8 mils, with an average of approximately 6 mils. The deflections from milepost 316 to 318 were slightly lower than those from milepost 318 to 320. Deflection beneath the underpasses were generally lower than mainline deflections.

Eastbound D0 @ 9,000 lbs and 68 F, mils and 68 F, lbs D0 @ 9,000 2 Westbound

EB Overpass

WB Overpass 0 315 316 317 318 319 320 321 Milepost

Figure 2. Maximum deflections at 9,000 lbf and 68 °F.

Backcalculation Results Coring determined that the mainline pavement is a thick AC pavement over an untreated aggregate base that ranges from thick to very thick. In the case of AC pavements, ARA backcalculates pavement and subgrade moduli using the 1993 AASHTO flexible pavement backcalculation method. The AASHTO flexible method models the pavement as two layers—the subgrade and the combination of all pavement

layers above the subgrade. The pavement’s effective structural number (SNeff) is determined based on the composite pavement modulus (Ep) and the total pavement thickness. Backcalculated Ep and SNeff values are dependent on layer thickness and ARA used the mean pavement thicknesses determined for the analysis sections shown in table 1, based on the geotechnical investigation.

Table 1. Layer thicknesses used for backcalculation of the mainline sections. Thicknesses, in Direction Mileposts AC Aggregate Base Eastbound 316.000 to 318.250 13.63 12.00 Eastbound 318.250 to 320.000 14.58 12.00 Westbound 316.000 to 318.250 12.68 12.00 Westbound 318.250 to 320.000 13.03 12.00

Please note that aggregate base thicknesses were highly variable and in many cases much higher than typical AC pavement base thicknesses, ranging from 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.

ARA used the exact AC thicknesses determined from coring under the four overpasses for backcalculation of the overpass tests. AC thicknesses for the overpasses were generally higher than the surrounding mainline pavement, ranging from 11.5 to 18 in, with an average of 14.58 in. We used an aggregate base thickness of 12 in for the overpass locations.

Figure 3 shows the backcalculated Ep results. The two lanes are very similar and range from 150,000 to 330,000 psi with a mean of approximately 215,000 psi. Figure 4 presents the SNeff values, which range from 6 to 8.3 in with a mean of 6.9 in. SNeff values were generally similar between the two lanes, with the exception of slightly higher values in the eastbound direction between mileposts 317.6 and 381.8.

The overpass test points produced higher Ep and SNeff values than the surrounding mainline pavement. Ep values ranged from 200,000 to 400,000 psi with an average of 285,000 psi. Overpass SNeff values ranged from 6.7 to 10 in with an average of 7.9 in.

500,000 Eastbound

Westbound

400,000 EB Overpass WB Overpass

300,000 Ep, psi 200,000

100,000

0 315 316 317 318 319 320 321 Station

Figure 3. Pavement composite modulus.

12 Eastbound

Westbound

10 EB Overpass

WB Overpass

6 SNeff, in

0 315 316 317 318 319 320 321 Station

Figure 4. Effective structural number.

The backcalculated subgrade elastic modulus is multiplied by a C‐factor to convert to an equivalent value of a laboratory resilient modulus (Mr). ARA used a C‐factor of 0.33, typical for fine‐grained soils. Figure 5 shows the Mr values, the majority of which range from 6,000 to 12,000 psi, with an average of approximately 8,000 psi. There are several outliers greater than 12,000 psi.

25,000 Eastbound

Westbound

20,000 EB Overpass WB Overpass

15,000 Mr, psi 10,000

5,000

0 315 316 317 318 319 320 321 Station

Figure 5. Subgrade resilient modulus.

RoadWill Roger Location: Near Miami County: Ottawa Traffic Pave Station Test T-Mid Latitude Longitude H1 H2 D0 68/9k Mr Ep SNeff Direction Type (ft) Type (ºF) (dd.ddddd) (dd.ddddd) (in) (in) (mil) (psi) (psi) (in) Eastbound AC 316.00 Standard 80.5 36.895612 -94.823350 13.6 12.0 5.83 8,539 213,484 6.9 Eastbound AC 316.10 Standard 81.0 36.896274 -94.821755 13.6 12.0 5.94 8,424 208,884 6.8 Eastbound AC 316.20 Standard 80.5 36.896918 -94.820191 13.6 12.0 5.72 8,979 213,449 6.9 Eastbound AC 316.30 Standard 81.0 36.897569 -94.818613 13.6 12.0 5.80 8,883 210,406 6.9 Eastbound AC 316.40 Standard 79.7 36.898219 -94.817032 13.6 12.0 5.99 7,636 218,302 6.9 Eastbound AC 316.50 Standard 81.1 36.898872 -94.815448 13.6 12.0 5.32 8,743 243,326 7.2 Eastbound AC 316.63 Standard 80.0 36.899710 -94.813421 13.6 12.0 6.34 7,912 195,337 6.7 Eastbound AC 316.70 Standard 80.4 36.900181 -94.812276 13.6 12.0 5.91 8,583 208,126 6.8 Eastbound AC 316.80 Standard 81.4 36.900831 -94.810703 13.6 12.0 5.96 9,052 199,542 6.7 Eastbound AC 316.90 Standard 81.0 36.901479 -94.809132 13.6 12.0 5.38 9,651 225,413 7.0 Eastbound AC 316.97 Standard 80.1 36.901933 -94.808032 13.6 12.0 5.72 9,014 213,103 6.9 Eastbound AC 317.07 Standard 83.3 36.902587 -94.806450 13.6 12.0 6.43 10,095 168,107 6.4 Eastbound AC 317.17 Standard 83.9 36.903244 -94.804862 13.6 12.0 5.03 11,044 232,185 7.1 Eastbound AC 317.27 Standard 83.8 36.903888 -94.803300 13.6 12.0 6.69 7,634 183,260 6.6 Eastbound AC 317.37 Standard 84.5 36.904536 -94.801724 13.6 12.0 5.58 8,373 231,741 7.1 Eastbound AC 317.47 Standard 83.6 36.905190 -94.800139 13.6 12.0 5.86 8,428 213,345 6.9 Eastbound AC 317.57 Standard 82.1 36.905845 -94.798553 13.6 12.0 5.72 8,584 219,094 7.0 Eastbound AC 317.67 Standard 83.5 36.906500 -94.796962 13.6 12.0 5.32 9,130 237,326 7.1 Eastbound AC 317.77 Standard 83.6 36.907149 -94.795389 13.6 12.0 5.30 7,616 268,005 7.4 Eastbound AC 317.87 Standard 81.2 36.907807 -94.793794 13.6 12.0 6.76 7,106 188,007 6.6 Eastbound AC 318.01 Standard 84.3 36.908743 -94.791524 13.6 12.0 4.07 18,540 247,996 7.2 Eastbound AC 318.11 Standard 84.6 36.909393 -94.789942 13.6 12.0 6.18 8,283 197,875 6.7 Eastbound AC 318.21 Standard 84.2 36.910048 -94.788355 13.6 12.0 5.61 9,025 219,586 7.0 Eastbound AC 318.31 Standard 83.2 36.910693 -94.786787 14.6 12.0 5.38 8,871 231,296 7.3 Eastbound AC 318.41 Standard 82.5 36.911344 -94.785207 14.6 12.0 5.83 7,870 218,518 7.2 Eastbound AC 318.51 Standard 86.2 36.911992 -94.783635 14.6 12.0 4.44 8,084 335,478 8.3 Eastbound AC 318.61 Standard 84.9 36.912655 -94.782027 14.6 12.0 4.70 9,946 268,124 7.7 Eastbound AC 318.71 Standard 83.7 36.913307 -94.780449 14.6 12.0 5.77 7,624 226,120 7.3 Eastbound AC 318.82 Standard 85.8 36.913969 -94.778840 14.6 12.0 5.91 8,555 203,963 7.0 Eastbound AC 318.91 Standard 84.5 36.914608 -94.777292 14.6 12.0 5.94 8,095 208,473 7.1 Eastbound AC 318.99 Standard 83.0 36.915099 -94.776101 14.6 12.0 6.04 8,441 198,747 7.0 Eastbound AC 319.09 Standard 84.5 36.915759 -94.774497 14.6 12.0 5.94 7,995 210,191 7.1 Eastbound AC 319.19 Standard 83.0 36.916417 -94.772862 14.6 12.0 7.18 6,803 171,102 6.6 Eastbound AC 319.29 Standard 85.6 36.917004 -94.771318 14.6 12.0 5.74 9,127 205,653 7.1 Eastbound AC 319.39 Standard 82.1 36.917605 -94.769650 14.6 12.0 6.81 6,453 192,058 6.9 Eastbound AC 319.49 Standard 84.9 36.918150 -94.768037 14.6 12.0 6.70 7,557 179,648 6.7 Eastbound AC 319.59 Standard 85.2 36.918664 -94.766400 14.6 12.0 5.93 7,878 212,259 7.1 Eastbound AC 319.69 Standard 84.3 36.919155 -94.764737 14.6 12.0 5.90 9,339 195,296 6.9 Eastbound AC 319.79 Standard 85.6 36.919639 -94.763045 14.6 12.0 5.85 8,952 202,149 7.0 Eastbound AC 319.89 Standard 84.3 36.920116 -94.761374 14.6 12.0 6.38 6,821 206,122 7.1 Eastbound AC 319.99 Standard 83.4 36.920614 -94.759635 14.6 12.0 5.16 11,878 211,700 7.1 Eastbound AC 320.08 Standard 85.6 36.921021 -94.758207 14.6 12.0 6.30 9,222 177,837 6.7 Westbound AC 315.92 Standard 94.4 36.895729 -94.823525 12.7 12.0 5.42 7,818 261,571 7.1 Westbound AC 316.00 Standard 92.0 36.896279 -94.822185 12.7 12.0 6.04 8,306 209,822 6.6 Westbound AC 316.10 Standard 91.8 36.896925 -94.820623 12.7 12.0 6.14 8,142 207,132 6.6 Westbound AC 316.20 Standard 91.6 36.897597 -94.818990 12.7 12.0 5.49 8,175 247,728 7.0 Westbound AC 316.30 Standard 92.5 36.898231 -94.817453 12.7 12.0 5.67 8,146 235,644 6.9 Westbound AC 316.40 Standard 92.4 36.898885 -94.815868 12.7 12.0 6.42 7,959 195,464 6.4 Westbound AC 316.50 Standard 93.7 36.899520 -94.814323 12.7 12.0 6.09 8,263 207,747 6.6 Westbound AC 316.60 Standard 93.4 36.900202 -94.812671 12.7 12.0 5.77 7,845 234,914 6.9 Westbound AC 316.70 Standard 93.1 36.900844 -94.811116 12.7 12.0 5.81 8,701 217,591 6.7 Westbound AC 316.80 Standard 89.0 36.901499 -94.809525 12.7 12.0 5.20 9,691 243,467 6.9 Westbound AC 316.90 Standard 91.2 36.902149 -94.807953 12.7 12.0 5.47 9,466 227,883 6.8 Westbound AC 317.00 Standard 91.7 36.902788 -94.806401 12.7 12.0 5.67 8,672 226,431 6.8 Westbound AC 317.10 Standard 93.9 36.903456 -94.804786 12.7 12.0 6.25 7,624 209,707 6.6 Westbound AC 317.20 Standard 91.3 36.904102 -94.803223 12.7 12.0 6.14 8,269 205,337 6.6 Westbound AC 317.30 Standard 92.1 36.904762 -94.801624 12.7 12.0 5.79 8,486 221,900 6.7 Westbound AC 317.40 Standard 91.9 36.905411 -94.800045 12.7 12.0 5.62 8,582 231,187 6.8 Westbound AC 317.50 Standard 91.9 36.906062 -94.798464 12.7 12.0 5.59 8,237 239,481 6.9 Westbound AC 317.60 Standard 94.4 36.906721 -94.796866 12.7 12.0 5.26 10,232 231,433 6.8 Westbound AC 317.70 Standard 91.7 36.907374 -94.795287 12.7 12.0 5.61 8,471 233,966 6.8 Westbound AC 317.80 Standard 90.8 36.908022 -94.793715 12.7 12.0 6.15 8,163 205,860 6.6 Westbound AC 317.90 Standard 91.6 36.908677 -94.792122 12.7 12.0 3.50 20,689 299,308 7.4 Westbound AC 318.00 Standard 92.4 36.909294 -94.790623 12.7 12.0 5.97 8,719 208,046 6.6 Westbound AC 318.10 Standard 91.0 36.909974 -94.788977 12.7 12.0 6.51 8,319 186,177 6.3 Westbound AC 318.20 Standard 90.2 36.910630 -94.787389 12.7 12.0 7.77 7,421 150,693 5.9 Westbound AC 318.30 Standard 88.9 36.911286 -94.785796 13.0 12.0 6.83 7,573 180,437 6.4 Westbound AC 318.40 Standard 91.0 36.911940 -94.784208 13.0 12.0 7.64 5,982 174,378 6.3 Westbound AC 318.50 Standard 89.6 36.912593 -94.782627 13.0 12.0 6.75 8,041 178,081 6.3 Westbound AC 318.60 Standard 90.8 36.913237 -94.781067 13.0 12.0 7.05 7,526 172,698 6.3 Westbound AC 318.70 Standard 90.8 36.913899 -94.779458 13.0 12.0 6.82 6,901 191,843 6.5 Westbound AC 318.80 Standard 90.5 36.914546 -94.777890 13.0 12.0 5.99 8,018 215,413 6.8 Westbound AC 318.90 Standard 89.0 36.915199 -94.776303 13.0 12.0 6.62 7,170 196,310 6.5 Westbound AC 319.00 Standard 87.8 36.915852 -94.774717 13.0 12.0 5.17 9,983 239,145 7.0 Westbound AC 319.10 Standard 89.4 36.916488 -94.773141 13.0 12.0 5.92 7,841 222,839 6.8 Westbound AC 319.20 Standard 88.3 36.917103 -94.771542 13.0 12.0 6.11 8,585 200,518 6.6 Westbound AC 319.30 Standard 89.2 36.917685 -94.769927 13.0 12.0 5.63 8,544 229,239 6.9 Westbound AC 319.40 Standard 89.8 36.918251 -94.768269 13.0 12.0 7.71 6,966 156,619 6.1 Westbound AC 319.50 Standard 91.4 36.918774 -94.766620 13.0 12.0 6.24 8,019 201,869 6.6 Westbound AC 319.60 Standard 92.1 36.919264 -94.764962 13.0 12.0 6.83 6,889 191,624 6.5 Westbound AC 319.70 Standard 88.9 36.919748 -94.763275 13.0 12.0 5.25 11,367 217,726 6.8 Westbound AC 319.80 Standard 89.7 36.920229 -94.761595 13.0 12.0 6.32 7,135 212,360 6.7 Westbound AC 319.90 Standard 89.0 36.920682 -94.760004 13.0 12.0 4.15 15,497 265,464 7.2 Westbound AC 319.98 Standard 86.4 36.921077 -94.758619 13.0 12.0 4.27 14,447 262,926 7.2 Eastbound AC 316.03 Start Overpass 76.7 36.895813 -94.822861 14.3 12.0 5.21 8,703 248,178 7.4 Eastbound AC 316.03 Middle of Overpass 80.1 36.895848 -94.822811 14.3 12.0 5.47 8,765 228,826 7.2 Eastbound AC 316.04 End Overpass 80.7 36.895860 -94.822811 14.3 12.0 4.85 9,225 268,715 7.6 Eastbound AC 317.11 Start Overpass 76.6 36.902839 -94.805838 13.5 12.0 5.49 8,771 231,913 7.1 Eastbound AC 317.11 Middle of Overpass 81.0 36.902854 -94.805794 13.5 12.0 5.53 8,569 232,390 7.1 Eastbound AC 317.11 End Overpass 81.0 36.902868 -94.805736 13.5 12.0 6.05 8,487 202,480 6.7 Eastbound AC 318.25 Start Overpass 76.5 36.910264 -94.787831 11.5 12.0 4.98 9,538 273,757 6.9 Eastbound AC 318.25 Middle of Overpass 82.8 36.910274 -94.787782 11.5 12.0 4.60 9,426 315,776 7.2 Eastbound AC 318.26 End Overpass 84.6 36.910311 -94.787694 11.5 12.0 4.39 9,744 333,758 7.3 Eastbound AC 319.44 Start Overpass 82.5 36.917889 -94.768837 18.0 12.0 4.30 9,156 298,205 9.0 Eastbound AC 319.44 Middle of Overpass 83.2 36.917897 -94.768801 18.0 12.0 4.25 9,081 304,588 9.1 Eastbound AC 319.44 End Overpass 83.3 36.917904 -94.768765 18.0 12.0 4.34 9,027 295,848 9.0 Westbound AC 315.95 End Overpass 91.7 36.895945 -94.822995 15.6 12.0 5.86 6,258 243,065 7.8 Westbound AC 315.95 Middle of Overpass 85.5 36.895965 -94.822943 15.6 12.0 4.42 7,655 339,718 8.7 Westbound AC 315.96 Start Overpass 83.0 36.895999 -94.822900 15.6 12.0 4.70 8,329 290,540 8.2 Westbound AC 317.03 End Overpass 88.3 36.902970 -94.805969 17.5 12.0 3.53 9,421 406,866 9.8 Westbound AC 317.03 Middle of Overpass 81.8 36.902992 -94.805926 17.5 12.0 3.43 10,138 406,554 9.8 Westbound AC 317.03 Start Overpass 81.6 36.902983 -94.805936 17.5 12.0 3.47 9,919 405,365 9.8 Westbound AC 318.17 End Overpass 88.8 36.910424 -94.787903 13.0 12.0 4.33 8,960 344,647 7.9 Westbound AC 318.17 Middle of Overpass 80.0 36.910487 -94.787758 13.0 12.0 5.27 8,222 262,033 7.2 Westbound AC 318.18 Start Overpass 83.7 36.910485 -94.787758 13.0 12.0 5.66 7,373 250,225 7.1 Westbound AC 319.36 End Overpass 88.2 36.918023 -94.768986 13.3 12.0 5.48 7,370 261,686 7.3 Westbound AC 319.36 Middle of Overpass 80.4 36.918033 -94.768918 13.3 12.0 5.99 7,476 223,982 6.9 Westbound AC 319.36 Start Overpass 83.5 36.918040 -94.768888 13.3 12.0 6.38 7,079 208,870 6.7

plantilla datos BLANCO

APPENDIX D

GBA DOCUMENT

Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help.

The Geoprofessional Business Association (GBA) Typical changes that could erode the reliability of this report include has prepared this advisory to help you – assumedly those that affect: a client representative – interpret and apply this • the site’s size or shape; geotechnical-engineering report as effectively • the function of the proposed structure, as when it’s as possible. In that way, clients can benefit from changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse; a lowered exposure to the subsurface problems • the elevation, configuration, location, orientation, or that, for decades, have been a principal cause of weight of the proposed structure; construction delays, cost overruns, claims, and • the composition of the design team; or disputes. If you have questions or want more • project ownership. information about any of the issues discussed below, contact your GBA-member geotechnical engineer. As a general rule, always inform your geotechnical engineer of project Active involvement in the Geoprofessional Business changes – even minor ones – and request an assessment of their Association exposes geotechnical engineers to a impact. The geotechnical engineer who prepared this report cannot accept wide array of risk-confrontation techniques that can responsibility or liability for problems that arise because the geotechnical be of genuine benefit for everyone involved with a engineer was not informed about developments the engineer otherwise would have considered. construction project. This Report May Not Be Reliable Geotechnical-Engineering Services Are Performed for Do not rely on this report if your geotechnical engineer prepared it: Specific Purposes, Persons, and Projects • for a different client; Geotechnical engineers structure their services to meet the specific • for a different project; needs of their clients. A geotechnical-engineering study conducted • for a different site (that may or may not include all or a for a given civil engineer will not likely meet the needs of a civil- portion of the original site); or works constructor or even a different civil engineer. Because each • before important events occurred at the site or adjacent geotechnical-engineering study is unique, each geotechnical- to it; e.g., man-made events like construction or engineering report is unique, prepared solely for the client. Those who environmental remediation, or natural events like floods, rely on a geotechnical-engineering report prepared for a different client droughts, earthquakes, or groundwater fluctuations. can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first Note, too, that it could be unwise to rely on a geotechnical-engineering conferring with the geotechnical engineer who prepared it. And no one report whose reliability may have been affected by the passage of time, – not even you – should apply this report for any purpose or project except because of factors like changed subsurface conditions; new or modified the one originally contemplated. codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, Read this Report in Full ask what it should be, and, in general, if you are the least bit uncertain Costly problems have occurred because those relying on a geotechnical about the continued reliability of this report, contact your geotechnical engineering report did not read it in its entirety. Do not rely on an engineer before applying it. A minor amount of additional testing or executive summary. Do not read selected elements only. Read this report analysis – if any is required at all – could prevent major problems. in full. Most of the “Findings” Related in This Report Are You Need to Inform Your Geotechnical Engineer Professional Opinions about Change Before construction begins, geotechnical engineers explore a site’s Your geotechnical engineer considered unique, project-specific factors subsurface through various sampling and testing procedures. when designing the study behind this report and developing the Geotechnical engineers can observe actual subsurface conditions only at confirmation-dependent recommendations the report conveys. A few those specific locations where sampling and testing were performed. The typical factors include: data derived from that sampling and testing were reviewed by your • the client’s goals, objectives, budget, schedule, and geotechnical engineer, who then applied professional judgment to risk-management preferences; form opinions about subsurface conditions throughout the site. Actual • the general nature of the structure involved, its size, sitewide-subsurface conditions may differ – maybe significantly – from configuration, and performance criteria; those indicated in this report. Confront that risk by retaining your • the structure’s location and orientation on the site; and geotechnical engineer to serve on the design team from project start to • other planned or existing site improvements, such as project finish, so the individual can provide informed guidance quickly, retaining walls, access roads, parking lots, and whenever needed. underground utilities. This Report’s Recommendations Are perform their own studies if they want to, and be sure to allow enough Confirmation-Dependent time to permit them to do so. Only then might you be in a position The recommendations included in this report – including any options to give constructors the information available to you, while requiring or alternatives – are confirmation-dependent. In other words,they are them to at least share some of the financial responsibilities stemming not final, because the geotechnical engineer who developed them relied from unanticipated conditions. Conducting prebid and preconstruction heavily on judgment and opinion to do so. Your geotechnical engineer conferences can also be valuable in this respect. can finalize the recommendationsonly after observing actual subsurface conditions revealed during construction. If through observation your Read Responsibility Provisions Closely geotechnical engineer confirms that the conditions assumed to exist Some client representatives, design professionals, and constructors do actually do exist, the recommendations can be relied upon, assuming not realize that geotechnical engineering is far less exact than other no other changes have occurred. The geotechnical engineer who prepared engineering disciplines. That lack of understanding has nurtured this report cannot assume responsibility or liability for confirmation- unrealistic expectations that have resulted in disappointments, delays, dependent recommendations if you fail to retain that engineer to perform cost overruns, claims, and disputes. To confront that risk, geotechnical construction observation. engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate This Report Could Be Misinterpreted where geotechnical engineers’ responsibilities begin and end, to help Other design professionals’ misinterpretation of geotechnical- others recognize their own responsibilities and risks. Read these engineering reports has resulted in costly problems. Confront that risk provisions closely. Ask questions. Your geotechnical engineer should by having your geotechnical engineer serve as a full-time member of the respond fully and frankly. design team, to: • confer with other design-team members, Geoenvironmental Concerns Are Not Covered • help develop specifications, The personnel, equipment, and techniques used to perform an • review pertinent elements of other design professionals’ environmental study – e.g., a “phase-one” or “phase-two” environmental plans and specifications, and site assessment – differ significantly from those used to perform • be on hand quickly whenever geotechnical-engineering a geotechnical-engineering study. For that reason, a geotechnical- guidance is needed. engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of You should also confront the risk of constructors misinterpreting this encountering underground storage tanks or regulated contaminants. report. Do so by retaining your geotechnical engineer to participate in Unanticipated subsurface environmental problems have led to project prebid and preconstruction conferences and to perform construction failures. If you have not yet obtained your own environmental observation. information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report Give Constructors a Complete Report and Guidance prepared for a different client, site, or project, or that is more than six Some owners and design professionals mistakenly believe they can shift months old. unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent Obtain Professional Assistance to Deal with Moisture the costly, contentious problems this practice has caused, include the Infiltration and Mold complete geotechnical-engineering report, along with any attachments While your geotechnical engineer may have addressed groundwater, or appendices, with your contract documents, but be certain to note water infiltration, or similar issues in this report, none of the engineer’s conspicuously that you’ve included the material for informational services were designed, conducted, or intended to prevent uncontrolled purposes only. To avoid misunderstanding, you may also want to note migration of moisture – including water vapor – from the soil through that “informational purposes” means constructors have no right to rely building slabs and walls and into the building interior, where it can on the interpretations, opinions, conclusions, or recommendations in cause mold growth and material-performance deficiencies. Accordingly, the report, but they may rely on the factual data relative to the specific proper implementation of the geotechnical engineer’s recommendations times, locations, and depths/elevations referenced. Be certain that will not of itself be sufficient to prevent moisture infiltration. Confront constructors know they may learn about specific project requirements, the risk of moisture infiltration by including building-envelope or mold including options selected from the report, only from the design specialists on the design team. Geotechnical engineers are not building- drawings and specifications. Remind constructors that they may envelope or mold specialists.

Telephone: 301/565-2733 e-mail: [email protected] www.geoprofessional.org

Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent