Geotechnical Engineering Report

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1 Geotechnical Engineering Report Turner Turnpike Widening Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No Prepared for: Garver, LLC Prepared by: Terracon Consultants, Inc.

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3 TABLE OF CONTENTS INTRODUCTION... 1 PROJECT INFORMATION Project Description Site Location and Description... 2 SUBSURFACE CONDITIONS Geology Soil and Rock Conditions Groundwater... 4 BRIDGE FOUNDATION CONSIDERATIONS Driven Piles Drilled Shafts Seismic Considerations... 6 GENERAL COMMENTS... 7 APPENDIX A FIELD EXPLORATION Exhibit A-1 Site Location Map Exhibit A-2 Boring Location Plan Exhibit A-3 Field Exploration Description Exhibits A-4 to A-12 Boring Logs Exhibit A-13 Fence Diagram: Subsurface Profile Exhibit A-14 Photographs of Rock Cores APPENDIX B SUPPORTING INFORMATION Exhibit B-1 Laboratory Testing Exhibits B-2 to B-9 Grain Size Distribution Exhibit B-10 L-PILE Parameters Tables B.1 thru B.8 APPENDIX C SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 AASHTO Soil Classification System Exhibit C-4 General Notes Description of Rock Properties Responsive Resourceful Reliable

4 GEOTECHNICAL ENGINEERING REPORT TURNER TURIKE WIDENING POLECAT CREEK BRIDGE (BRIDGE A) CREEK COUNTY, OKLAHOMA Terracon Project No June 1, 2016 INTRODUCTION This geotechnical engineering report has been completed for the proposed Turner Turnpike Widening Polecat Creek Bridge (Bridge A), in (Appendix A, Exhibit No. A-1). Nine borings were extended to depths of approximately 60.5 to 92 feet below the existing ground surface. The boring logs and boring location plan showing the approximate boring locations are found in Appendix A. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil and rock conditions bridge foundations groundwater conditions PROJECT INFORMATION 2.1 Project Description Site layout Item Proposed Construction Description See Appendix A, Figure A-2 Boring Location Diagram. We understand that this portion of the Turner Turnpike Widening project extends between Milepost 203 and 210 of the Turner Turnpike in. One lane will be added to the existing two lanes in each direction. Adding an additional lane in each direction will require the replacement/addition of bridges, one of which is the Polecat Creek Bridge (Bridge A). The widening of Bridge A will require the addition of twin bridges to the existing bridge, one on either side. We understand that the interior bent locations of the new bridges will be supported on drilled shafts, and the abutments will be supported on driven piles. Responsive Resourceful Reliable 1

5 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No Site Location and Description Item Description Location Turner Turnpike (I-44) over Polecat Creek, approximately 1 mile northeast of the I-44 and Route 66 intersection, in Creek County, Oklahoma SUBSURFACE CONDITIONS 3.1 Geology Based on the results of our borings and information published in the Oklahoma Department of Transportation manual, Engineering Classification of Geologic Materials: Division 8, the project is underlain by the Alluvium (Qas) unit. This unit consists of sand, silt, clay, gravel and/or combinations of materials. Alluvium is found along flood plains (bottom land) of streams and is normally present at places along all streams. The alluvium deposits are underlain by the Chanute and Nellie Bly units. The Chanute Unit consists predominantly of gray shale and tan sandstone. The sandstone and shale are soft and non-resistant to erosion. The shale in the lower portion of the unit is clayey and is sandy in upper portion. The total thickness of the unit ranges from about 15 to 30 feet. The Nellie Bly Unit consists predominantly of yellowish-brown shale and sandy shale with sandstone and siltstone. The shale ranges from clay shale in lower portion to silty and sandy shale upward. The total thickness of this unit ranges from about 80 to 280 fee 3.2 Soil and Rock Conditions The subsurface conditions encountered in the borings are shown on the boring logs and are briefly described below. The stratification lines shown on the boring logs represent the approximate boundary between soil and rock types; in-situ, the transition between materials may be gradual and indistinct. Classification of bedrock materials was made from disturbed samples and rock cores. Petrographic analysis may reveal other rock types. Responsive Resourceful Reliable 2

6 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Surface to 12 inches Asphalt N/A Surface to 4 inches Topsoil N/A Stratum to 23.5 feet Fill: Sand with varying amounts of silt, clay, gravel and concrete fragments; and clay with varying amounts of sand N/A Stratum to 59.5 feet Sand with varying amounts of silt, clay and gravel, silt with varying amounts of sand and lean clay with varying amounts of sand and silt Sand/Silt: Very loose to dense Clay: Very soft to very stiff Stratum to 92 feet Shale Soft to hard Stratum 4 Encountered to boring termination depth of 81 feet in boring A-7 1. Encountered in borings A-1, A-2, A-7 and A Encountered in borings A-3 and A-4. Sandstone Cemented to well cemented 3. Encountered in borings A-1, A-2, A-6, A-7 and A-8. The fill in boring A-6 consisted of large concrete fragments to a depth of about 10 feet which made drilling difficult. 4. Boulder obstruction at depths of about 5 and 2 feet, in borings A-3 and A-4, respectively. 5. Encountered in all borings. All borings, except A-7, were terminated in this stratum. Sandstone layers, varying in thickness between 1 and 10 feet, were encountered within the shale stratum in borings A-5 through A-8. Laboratory tests were conducted on selected soil and rock core samples. The test results are presented on the boring logs in Appendix A and on test report form in Appendix B. The following table indicates the ground surface elevations and the approximate top of competent bedrock depth and elevation at the respective boring locations. The depth to the top of competent bedrock encountered in the borings is presented in the following table and corresponds to the depths at which the penetration from a Standard Penetration test (SPT), conducted in accordance to ASTM D 1586, was less than or equal to 6 inches with 50 blows. Based on current State of Oklahoma Department of Transportation Specifications for the Geotechnical Investigations of Bridges and Related Structures, we understand that the required rock penetration does not begin until competent bedrock is encountered. The rock penetration consists of seven continuous passing Texas Cone Penetrometer (TCP) tests spaced at 5-foot intervals for a total of 30 feet of bedrock penetration in accordance with the ODOT Specifications for Geotechnical Investigations. Thus, depths to top of competent rock and the corresponding elevations shown in table do not necessarily Responsive Resourceful Reliable 3

7 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No coincide with the depths to top of weathered rock and the corresponding elevations shown on the boring logs. Boring No. Ground Elevation (feet) Approximate Competent Bedrock Depth and Elevation Competent Bedrock Material Depth to Top of Competent Rock (feet) Elevation of Top of Competent Rock (feet) A Shale A Shale A Shale A Shale A Shale A-5A Shale A Sandstone A Shale A Shale Groundwater Below certain depths, we advanced the borings using wet rotary drilling or coring techniques. We observed groundwater at the following depths and times: Boring While Drilling Water Level (ft) After Drilling Depth Elevation Depth Elevation A-1 Not encountered to 10 feet Not encountered to A-2 Not encountered to 10 feet Not encountered to A A-4 Not encountered to 2 feet Not encountered to A-5 Not encountered to 6.5 feet A-5A Not encountered to 5.0 feet A A-7 Not encountered to 10 feet Not encountered to A-8 Not encountered to 10 feet Not encountered to Water level after 24 hours Long-term monitoring with observation wells, sealed from the influence of surface water, would be required to accurately define the potential range of groundwater conditions. Fluctuations in the Responsive Resourceful Reliable 4

8 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No groundwater level should be expected due to seasonal variations in the amount of rainfall, runoff, water level in the creek and other factors not apparent at the time the borings were drilled. The possibility of groundwater level fluctuations and the presence of perched water should be considered when designing and developing the construction plans for the project. BRIDGE FOUNDATION CONSIDERATIONS Driven pile foundations can be used to support the bridge abutments and drilled shafts can be used to support the interior bents. Shale bedrock was generally encountered in the bridge borings. Sandstone layers having varying thicknesses were encountered in borings A-5/A-5A through A-8. The shale/sandstone will adequately support the bridge structure. Specific recommendations regarding the design and construction of driven pile and drilled shaft foundations are presented in the following sections. The tables attached in Appendix B present design parameters to be used in LPILE analyses. The bedrock bearing materials were encountered at the following depths/elevations: Boring Top of Bedrock Bearing Material (feet) Depth Elevation A A A A A A-5A A A A Driven Piles Driven steel HP piles driven to practical refusal in the bedrock can be used to support the abutments. According to AASHTO s LRFD Bridge Design Specifications, the nominal resistance of piles driven to bear on hard rock where pile penetration into the rock formation is minimal is controlled by the structural limit state of the pile. Pile capacity will depend on the cross-section and the steel grade. The piles should be designed using a maximum working stress in the pile of 25 percent of the steel s yield strength. Responsive Resourceful Reliable 5

9 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No Large concrete fragments were encountered in the fill material in one of our borings. Pile driving through the fill overburden soils which may consist of large concrete fragments are expected to pose some degree of difficulty based on the results of the borings. Also, boulders are expected to exist at some locations in the native soils. Variations can also occur in the density and strength of the soil and the depth and quality of the bedrock. Because of the high driving resistance anticipated in the overburden soils, and bedrock materials, we recommend that the piles be equipped with driving tips that can endure high driving stresses. Predrilling may be necessary to advance some driven piles to keep from damaging the pile. Piles should be installed in accordance with Section 514 of ODOT s Standard Specifications for Highway Construction. All piles should be driven until satisfactory driving resistance is developed for the design load bearing capacity using an appropriate pile driving formula approved by ODOT. In the event sufficient driving resistance is encountered before reaching the anticipated tip elevations, pile driving could be terminated provided it appears the pile has penetrated approximately 1 to 2 feet into the bedrock. Driven pile foundations designed and constructed as recommended above are expected to experience total settlements less than 1 inch. 4.2 Drilled Shafts We recommend drilled shafts bear in the shale/sandstone bedrock. We understand a bridge engineer will design drilled shafts based on the Texas Cone penetrometer values provided on the attached boring logs. A heavy-duty drill rig equipped with a rock auger or core barrel will be required to penetrate the bedrock. We experienced some degree of difficulty drilling our boreholes because of the presence of large concrete fragments and boulders in the overburden soils, the contractor should anticipate difficulties in advancing drilled shafts. Based on the results of the borings, casing will be required to maintain open pier excavations and control water inflow. To facilitate pier construction, concrete should be on-site and ready for placement as pier excavations are completed. A sufficient head of concrete should be maintained in the casing as it is being pulled to prevent an influx of soft soil or water into the excavations. Also, concrete having a slump of at least 5 inches should be used to prevent the concrete from arching in the casing. 4.3 Seismic Considerations Reference Site Classification 2012 AASHTO LRFD Bridge Design Specifications 1 E 1. In general accordance with the 2012 AASHTO LRFD Bridge Design Specifications, Table Responsive Resourceful Reliable 6

10 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 7

11 APPENDIX A FIELD EXPLORATION

12 APPROXIMATE SITE LOCATION N APPROXIMATE SCALE IN FEET Project Mngr: Drawn By: Checked By: Approved By: FAR JM FAR MHH Project No. Scale: File No. Date: SEE BAR SCALE MARCH 2016 Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (9) FAX. (9) SITE LOCATION MAP GEOTECHNICAL EXPLORATION TURNER TURIKE WIDENING - BRIDGE A MILE POST 203 TO 210 CREEK COUNTY, OKLAHOMA EXHIBIT NO. A-1

13 BASE DRAWING PROVIDED BY GARVER BORING STATION OFFSET ELEV. (FT) A ' RT A ' LT A ' RT A ' LT A ' RT A-5A ' RT A ' LT A ' RT A ' LT STATIONS AND OFFSETS BASED ON I-44 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES A-2 A-1 FAR JM FAR MHH SEE BAR SCALE MARCH 2016 A-4 A-3 LEGEND BORING LOCATION A-6 A-5 A-5A 50 A-8 A APPROXIMATE SCALE IN FEET BORING LOCATION PLAN GEOTECHNICAL EXPLORATION TURNER TURIKE WIDENING - BRIDGE A MILE POST 203 TO 210 CREEK COUNTY, OKLAHOMA A-2

14 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No Field Exploration Description The borings were performed at the approximate locations shown on the Boring Location Plan in this Appendix. Terracon s drill crew laid out the borings with the aid of a hand held GPS unit. Surface elevations at the boring locations were obtained by Anderson Surveying, Inc. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used to define them. The borings were advanced with an all-terrain rotary drill rig using wash boring techniques. Temporary casing was used to support the side walls of the upper portion of the bore holes. Representative samples were obtained by the split-barrel sampling procedure in which a standard 2-inch, O.D. split-barrel sampling spoon that is driven into the bottom of the boring with a 140-pound drive hammer falling 30 inches. The number of blows required to advance the sampling spoon the last 12 inches, or less, of an -inch sampling interval or portion thereof, is recorded as the standard penetration resistance value, N. The N value is used to estimate the in-situ relative density of granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils and the hardness of weathered bedrock. The sampling depths, penetration distances, and N values are reported on the boring logs. The samples were tagged for identification, sealed to reduce moisture loss and returned to the laboratory for further examination, testing and classification. The bedrock in the borings was tested using the Texas Highway Department (THD) cone penetrometer test. The THD cone penetrometer test is a standard test developed by the Texas Highway Department to determine the strength and hardness of foundation materials in bridge foundation exploration work. The test is performed by attaching a 3-inch diameter penetrometer cone to the drill stem and lowering it to the bottom of the borehole. The cone is seated, and then driven 12 inches with a 140-pound drive hammer falling 30 inches. The number of blows required for each 6-inch increment is recorded. If more than 100 blows are required for 12 inches of penetration, the penetration per 50 blows are recorded to the nearest 1/16 inch. The results of this test are shown on the boring logs. An automatic drive hammer was used to advance the split-barrel and THD cone penetrometer. A greater efficiency is achieved with the automatic drive hammer compared to the conventional safety drive hammer operated with a cathead and rope. Core samples of bedrock materials were obtained at boring A-5 using an NX-size diamond-bit core barrel. The percentages of rock core recovered (%REC) and Rock Quality Designation (RQD) per length of core run are shown on the boring log. The RQD is an index obtained by summing the lengths of rock core pieces that are 4 inches in length or longer divided by the total length of core run. The percent recovery and RQD values are shown on the boring log in Appendix A. Responsive Resourceful Reliable Exhibit A-3

15 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No Field Exploration Description (Cont d) The drilling operation was supervised by a field engineer, who prepared field logs. The boring logs include visual classifications of the materials encountered during drilling and the engineer s interpretation of subsurface conditions between samples. Based on the material s texture, the soil samples were described according to the attached General Notes and classified in accordance with the AASHTO Classification System. A brief description of the AASHTO classification system is included in Appendix C. Rock descriptions are in general accordance with the General Notes for Sedimentary Rock. Petrographic analysis may reveal other rock types. As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet, or borings which encounter groundwater or contaminated materials must be grouted or plugged in accordance with Oklahoma State statutes. One boring log must also be submitted to the Oklahoma Water Resources Board for each 10 acres of project site area. Terracon backfilled the borings to comply with the Oklahoma Water Resources Board requirements. Responsive Resourceful Reliable Exhibit A-3

16 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 35' RT BORING LOG NO. A-1 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 5" Asphalt FILL - SILTY SAND WITH GRAVEL, brown (7.5YR,4/3) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 14 FIELD TEST RESULTS N=27 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 10 Page 1 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N=9 14 becoming pale olive (5Y,6/3) below 5 feet N= SANDY LEAN CLAY (CL), brown (7.5YR,4/3), stiff N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 13.5 SANDY LEAN CLAY (CL), greenish-gray (GLEY1,5/1), very stiff.5 LEAN CLAY (CL), brown (7.5YR,4/3), medium stiff Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 Feet While Drillng 14 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 4/4/2016 Driller: KW Exhibit: A-4 85

17 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 35' RT DEPTH LEAN CLAY (CL), brown (7.5YR,4/3), medium stiff (continued) BORING LOG NO. A-1 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= N=4 32 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ LEAN CLAY WITH SAND (CL), dark brown (10YR,3/3), very soft to soft becoming dark gray (10YR,4/1) below 43.5 feet POORLY GRADED SAND (SP), dark gray (10YR,4/1), very loose Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 Feet While Drillng 14 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 4/4/2016 Driller: KW Exhibit: A-4

18 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 35' RT BORING LOG NO. A-1 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) POORLY GRADED SAND (SP), dark gray (10YR,4/1), very loose (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= SHALEY LEAN CLAY (CL), dark gray (10YR,4/1), very stiff 58.0 SHALE+, greenish-gray (GLEY1-5GY, 6/1), soft to moderately hard /6" 50/5/16" 50/1/8" 24 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ becoming gray (10YR,5/1), and hard below 73.5 feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 Feet While Drillng 14 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/1/8" 50/1/16" 50/1" 50/1/4" 50/3/16" 50/3/16" 50/1" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 4/4/2016 Driller: KW Exhibit: A-4

19 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 35' RT DEPTH SHALE+, greenish-gray (GLEY1-5GY, 6/1), soft to moderately hard (continued) BORING LOG NO. A-1 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 4 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 80 50/3/16" 50/0" 85 50/3/16" 50/0" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 89.0 Boring Terminated at 89 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 Feet While Drillng 14 ft After Boring 651 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/3/8" 50/1/8" 50/2" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 4/4/2016 Driller: KW Exhibit: A-4

20 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 29' LT DEPTH 12" Asphalt FILL - SANDY LEAN CLAY, brown (7.5YR,4/3) BORING LOG NO. A-2 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=13 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 10 Page 1 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= FILL - SHALEY LEAN CLAY, pale olive (5Y,6/3) N= FILL - SANDY SILTY CLAY, gray (10YR,5/1) to brown (7.5YR,4/3) N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 13.5 FILL - LEAN CLAY, with sand, olive-brown (2.5Y,4/3) and brown (7.5YR,4/3).5 FILL - SILTY CLAY, brown (7.5YR,4/4) 23.5 SILTY SAND (SM), brown (7.5YR,4/3), loose Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 3/29/2016 Driller: JB Exhibit: A-5 41

21 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 29' LT BORING LOG NO. A-2 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SILTY SAND (SM), brown (7.5YR,4/3), loose (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= SANDY LEAN CLAY (CL), brown (7.5YR,4/3), soft to medium stiff N=6 22 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 48.5 SILTY SAND (SM), dark gray (10YR,4/1), very loose to medium dense Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 3/29/2016 Driller: JB Exhibit: A-5

22 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 29' LT BORING LOG NO. A-2 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SILTY SAND (SM), dark gray (10YR,4/1), very loose to medium dense (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= SHALE+, gray (GLEY1-10Y,5/1), moderately hard /4" 50/1/4" 50/1/8" 17 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 75.0 Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/1" 50/1/2" 50/1" 50/1/2" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 3/29/2016 Driller: JB Exhibit: A-5

23 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 29' LT BORING LOG NO. A-2 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SHALE+, gray (GLEY1-10Y,5/1), moderately hard to hard DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 2 FIELD TEST RESULTS 50/3/4" 50/1/8" 50/2" UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 4 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 80 50/3/8" 50/1/8" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ becoming dark gray (10YR,4/1) below 90.5 feet 92.0 Boring Terminated at 92 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 1 50/1/2" 50/1/8" 50/1/2" 50/3/16" 50/2" 13 Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 3/29/2016 Driller: JB Exhibit: A-5

24 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 43' RT BORING LOG NO. A-3 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 4" Topsoil CLAYEY SAND WITH GRAVEL (SC), with rock fragments, brown (7.5YR,4/3), medium dense to dense DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 12 FIELD TEST RESULTS N=43 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 12 Page 1 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N=19 boulder obstruction at 5 feet SILTY SAND (SM), brown (7.5YR,4/3), very loose N=2 46 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 13.5 SILTY CLAY WITH SAND (CL-ML), brown (7.5YR,4/3), very soft to soft brown (7.5YR,4/4) to dark brown (7.5YR,3/3) below.5 feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Hollow Stem Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS 8.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 4/1/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 4/1/2016 Driller: KW Exhibit: A-6 82

25 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 43' RT BORING LOG NO. A-3 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SILTY CLAY WITH SAND (CL-ML), brown (7.5YR,4/3), very soft to soft (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 28.5 SANDY SILTY CLAY (CL-ML), greenish-gray (GLEY1-10Y,5/1), very stiff N= SHALE+, greenish-gray (GLEY1-10Y,5/1), soft /6" 50/5 7/8" 50/3 1/8" 24 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ becoming moderately hard below 39.5 feet 50.0 becoming gray (10YR,5/1) below 49.5 feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Hollow Stem Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS 8.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/5/8" 50/1/16" 50/5/8" 50/1/4" 50/3/4" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 4/1/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 4/1/2016 Driller: KW Exhibit: A-6

26 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 43' RT DEPTH SHALE+, greenish-gray (GLEY1-10Y,5/1), hard BORING LOG NO. A-3 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 1 FIELD TEST RESULTS 50/1/4" 50/1" UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 16 Page 3 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 55 50/1/2" 50/3/16" 60 50/5/16" 50/3/16" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 65.0 Boring Terminated at 65 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Hollow Stem Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS 8.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 1 50/11/16" 50/1/4" 50/2" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 4/1/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 4/1/2016 Driller: KW Exhibit: A-6

27 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 42' LT DEPTH ELEVATION (Ft.) 4" Topsoil SANDY SILT (ML), with rock fragments, brown (7.5YR,4/3), medium dense boulder obstruction below 2 feet BORING LOG NO. A-4 Surface Elev.: (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 6 FIELD TEST RESULTS N=17 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 17 Page 1 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES SANDY LEAN CLAY (CL), brown (7.5YR,4/4), very soft to soft N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ.5 LEAN CLAY WITH SAND (CL), brown (7.5YR,4/4), very soft Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Hollow Stem Auger to 2 feet Wash Boring below 2 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 2 Feet While Drillng 1 ft After 24 Hours See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/31/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 3/31/2016 Driller: KW Exhibit: A-7 77

28 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 42' LT BORING LOG NO. A-4 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) LEAN CLAY WITH SAND (CL), brown (7.5YR,4/4), very soft (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 28.0 SILTY SAND (SM), brown (7.5YR,4/3), medium dense N= becoming dark brown (7.5YR,3/3), and loose below 33 feet N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 37.0 SHALE+, gray (10YR,5/1), moderately hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Hollow Stem Auger to 2 feet Wash Boring below 2 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 2 Feet While Drillng 1 ft After 24 Hours See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/0" 50/1/2" 50/3/16" 50/7/8" 50/11/16" 50/3 7/8" 50/2 3/16" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/31/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 3/31/2016 Driller: KW Exhibit: A-7

29 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 42' LT BORING LOG NO. A-4 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SHALE+, gray (10YR,5/1), moderately hard (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 50/2 1/8" 50/5/16" /3" /1/2" 50/1/8" 60 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 67.5 Boring Terminated at 67.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Hollow Stem Auger to 2 feet Wash Boring below 2 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 2 Feet While Drillng 1 ft After 24 Hours See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 1 50/2" 50/1 1/4" 50/1 3/16" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/31/2016 Drill Rig: ATV 945 Project No.: Boring Completed: 3/31/2016 Driller: KW Exhibit: A-7

30 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 66' RT DEPTH ELEVATION (Ft.) SILTY SAND (SM), brown (10YR,5/3) to very pale brown (10YR,7/4), loose SANDY SILTY CLAY (CL-ML), trace sandstone gravel and fat clay, brown (10YR,5/3), very soft to stiff BORING LOG NO. A-5 Surface Elev.: (Ft.) 7.5 DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 16 FIELD TEST RESULTS N= N=3 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 1 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES SAND (SP), trace clay, brownish-yellow (10YR,6/6), medium dense N= SANDY LEAN CLAY (CL), dark yellowish-brown (10YR,4/4), very soft N=1 25 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ SAND (SP), very pale brown (10YR,7/4), loose 16.0 SANDY LEAN CLAY (CL), trace fine sand, yellowish-brown (10YR,5/6), medium stiff LEAN CLAY WITH SAND (CL), grayish-brown (10YR,5/2), very soft Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 5 feet Rock Bit below 5 feet Diamond Core Bit below 31 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 6.5 Feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/25/2016 Drill Rig: ATV Project No.: Boring Completed: 3/25/2016 Driller: AS Exhibit: A

31 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 66' RT BORING LOG NO. A-5 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) LEAN CLAY WITH SAND (CL), grayish-brown (10YR,5/2), very soft (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES with gravel at 27 feet SANDY LEAN CLAY (CL), grayish-brown (10YR,5/2), very stiff SHALE+, gray (2.5Y,5/1) to dark gray (2.5Y,4/1), soft to moderately hard dark gray (GLEY1,4/-) below 31 feet N= 50/5" REC = 94% RQD = 44% THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ SHALE+, dark gray (GLEY1-N,4/), soft 49.3 SANDSTONE+, with shale layers, greenish-gray (GLEY1-5GY, 6/1), cemented to well cemented Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 5 feet Rock Bit below 5 feet Diamond Core Bit below 31 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 6.5 Feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. REC = 100% RQD = 90% REC = 100% RQD = 70% REC = 100% RQD = 75% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/25/2016 Drill Rig: ATV Project No.: Boring Completed: 3/25/2016 Driller: AS Exhibit: A-8

32 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 66' RT BORING LOG NO. A-5 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SANDSTONE+, light gray (GLEY1-N, 7/) with dark gray (GLEY1-N,4/) shale streaks, cemented to well cemented (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES REC = 100% RQD = 100% SHALE+, greenish-gray (GLEY1-5GY, 5/1) to dark gray (GLEY1-N,4/), moderately hard to hard 60.5 Boring Terminated at 60.5 Feet REC = 98% RQD = 78% 3600 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 5 feet Rock Bit below 5 feet Diamond Core Bit below 31 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 6.5 Feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/25/2016 Drill Rig: ATV Project No.: Boring Completed: 3/25/2016 Driller: AS Exhibit: A-8

33 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 94' RT DEPTH See Boring A-5 For Stratification BORING LOG NO. A-5A Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 1 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 5 10 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 5 feet Wash Boring below 5 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 5 Feet While Drilling 15 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/25/2016 Drill Rig: ATV Project No.: Boring Completed: 3/26/2016 Driller: AS Exhibit: A-9

34 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 94' RT DEPTH See Boring A-5 For Stratification (continued) BORING LOG NO. A-5A Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 31.0 SHALE+, dark gray (GLEY1-N,4/), soft to moderately hard /1 7/16" 50/1/4" 35 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ SHALE+, dark gray (GLEY1-N,4/), moderately hard 49.5 SANDSTONE+, greenish-gray (GLEY1-10GY,6/1), cemented Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 5 feet Wash Boring below 5 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 5 Feet While Drilling 15 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/1 9/16" 50/1 3/8" 50/1/4" 50/1/16" 50/1/2" 50/3/8" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/25/2016 Drill Rig: ATV Project No.: Boring Completed: 3/26/2016 Driller: AS Exhibit: A-9

35 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 94' RT BORING LOG NO. A-5A Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SANDSTONE+, light gray (GLEY1-N, 7/) with dark gray (GLEY1-N,4/) shale streaks, cemented (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS 50/3/4" 50/1/2" UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 56.0 SHALE+, greenish-gray (GLEY1-10GY,5/1) to dark gray (GLEY1-N,4/), moderately hard to hard /1/2" 50/3/16" 60 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 61.5 Boring Terminated at 61.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 5 feet Wash Boring below 5 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 5 Feet While Drilling 15 ft After Boring 660 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/1/4" 50/1/4" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/25/2016 Drill Rig: ATV Project No.: Boring Completed: 3/26/2016 Driller: AS Exhibit: A-9

36 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 44' LT BORING LOG NO. A-6 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) FILL - SAND, with clay and small to large fragments of concrete and asphalt, pale brown (2.5Y,7/4) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 1 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 5 Drilling was difficult in the first 10 feet due to the large concrete fragments encountered in this stratum. No samples were obtained in the top 10 feet. 10 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ LEAN CLAY (CL), with sand, light olive-brown (2.5Y,5/3), soft SANDY SILTY CLAY (CL-ML), light olive-brown (2.5Y,5/3), very soft Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Wash Boring to 13.5 feet Rock Bit below 13.5 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS 0.5 ft Cave-in depth after boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/26/2016 Drill Rig: ATV Project No.: Boring Completed: 3/26/2016 Driller: AS Exhibit: A-10

37 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 44' LT BORING LOG NO. A-6 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SANDY SILTY CLAY (CL-ML), light olive-brown (2.5Y,5/3), very soft (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 27.0 SILTY CLAY (CL-ML), dark grayish-brown (2.5Y,4/2), very soft N= N=0 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 38.5 SILTY SAND (SM), very dark gray (2.5Y,3/1), loose 43.5 SANDSTONE+, with shale seams, light gray (GLEY1-N, 7/), well cemented Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Wash Boring to 13.5 feet Rock Bit below 13.5 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS 0.5 ft Cave-in depth after boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N=6 50/1" 50/1/4" 50/3/16" 50/1" 50/5/16" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/26/2016 Drill Rig: ATV Project No.: Boring Completed: 3/26/2016 Driller: AS Exhibit: A-10

38 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 44' LT BORING LOG NO. A-6 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SANDSTONE+, with shale seams, light gray (GLEY1-N, 7/), well cemented (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 3 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 54.0 SHALE+, with sandstone seams, gray (GLEY1-N, 6/), moderately hard /1 1/16" 50/5/16" /1/2" 50/1/8" 50/3" 10 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 65.0 SANDSTONE+, gray (GLEY1-N, 6/), cemented 67.0 SHALE+, gray (GLEY1-N, 6/), moderately hard 74.0 Boring Terminated at 74 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Wash Boring to 13.5 feet Rock Bit below 13.5 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS 0.5 ft Cave-in depth after boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 5 50/1/4" 50/1/16" 50/3/8" 50/1/8" 50/1/2" 50/1/16" 50/4" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/26/2016 Drill Rig: ATV Project No.: Boring Completed: 3/26/2016 Driller: AS Exhibit: A-10

39 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 34' RT DEPTH 5" Asphalt FILL - SILTY SAND, brown (7.5YR,3/3) becoming olive-yellow (2.5Y,6/6) below 2 feet BORING LOG NO. A-7 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N= N=12 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 9 11 Page 1 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 30 greenish-gray (GLEY1,5/5GY) at 5 feet N= N=5 16 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 13.5 SILTY SAND (SM), pale olive (5Y,6/3), medium dense.5 SANDY SILTY CLAY (CL-ML), greenish-gray (GLEY1,5/10GY), very stiff 23.5 SILTY SAND (SM), brown (7.5YR,4/3), very loose Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling 16.5 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV Project No.: Boring Completed: 3/30/2016 Driller: AS Exhibit: A-11 34

40 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 34' RT DEPTH SILTY SAND (SM), brown (7.5YR,4/3), very loose (continued) BORING LOG NO. A-7 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= LEAN CLAY WITH SAND (CL), brown (7.5YR,4/3), medium stiff N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 38.5 SILTY SAND (SM), yellowish-brown (10YR,5/8), loose to medium dense 49.0 SHALE+, pale olive (10YR-5GY,6/4), moderately hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling 16.5 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= /4" 50/9/16" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV Project No.: Boring Completed: 3/30/2016 Driller: AS Exhibit: A-11

41 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 34' RT BORING LOG NO. A-7 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) SHALE+, pale olive (10YR-5GY,6/4), moderately hard (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS 50/3/16" UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 55 50/3 3/16" 50/3 1/4" 59.5 SANDSTONE+, gray (10YR,5/1) to brownish-yellow (10YR,6/8), well cemented /5/8" 50/1/4" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling 16.5 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 1 50/5/8" 50/1/8" 50/1" 50/3/4" 50/5/16" 50/5/8" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV Project No.: Boring Completed: 3/30/2016 Driller: AS Exhibit: A-11

42 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 34' RT DEPTH SANDSTONE+, gray (10YR,5/1) to brownish-yellow (10YR,6/8), well cemented (continued) BORING LOG NO. A-7 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS 50/1/4" UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 4 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 81.0 Boring Terminated at 81 Feet /5/16" 50/1/8" 50/1" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling 16.5 ft After Boring See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/30/2016 Drill Rig: ATV Project No.: Boring Completed: 3/30/2016 Driller: AS Exhibit: A-11

43 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 32' LT DEPTH 12" Asphalt FILL - POORLY GRADED SAND WITH CLAY AND GRAVEL, with rock fragments, black (10YR,2.5/1) BORING LOG NO. A-8 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 10 FIELD TEST RESULTS N=29 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 8 Page 1 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N=7 9 dark brown (7.5YR,3/3) below 5 feet N= FILL - SILTY SAND, olive (5Y,4/3) N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 13.5 LEAN CLAY WITH SAND (CL), olive (5Y,4/3) and pale olive (2.5Y,6/4), medium stiff to stiff Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV Project No.: Boring Completed: 3/28/2016 Driller: AS Exhibit: A-12 75

44 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 32' LT BORING LOG NO. A-8 Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) LEAN CLAY WITH SAND (CL), olive (5Y,4/3) and pale olive (2.5Y,6/4), medium stiff to stiff (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 2 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 28.5 SANDY SILT (ML), dark brown (7.5YR,3/3), very loose to loose N= N=5 30 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 43.5 LEAN CLAY WITH SAND (CL), dark gray (7.5YR,4/1), very soft 48.5 SILTY SAND (SM), dark gray (7.5YR,4/1), very loose Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV Project No.: Boring Completed: 3/28/2016 Driller: AS Exhibit: A-12 79

45 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 32' LT DEPTH SILTY SAND (SM), dark gray (7.5YR,4/1), very loose (continued) BORING LOG NO. A-8 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 3 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= SHALE+, greenish-gray (GLEY1-10GY,5/1), hard /1" 50/1/2" 50/1/4" 26 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ SANDSTONE+, greenish-gray (GLEY1-10GY,5/1), cemented SHALE+, greenish-gray (GLEY1-10GY,5/1), hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 50/5/8" 50/1/8" 50/3/8" 50/1/16" 50/3/8" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV Project No.: Boring Completed: 3/28/2016 Driller: AS Exhibit: A-12

46 PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAPHIC LOG LOCATION See Exhibit A-2 Station: Offset: 32' LT DEPTH SHALE+, greenish-gray (GLEY1-10GY,5/1), hard (continued) BORING LOG NO. A-8 Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 0 FIELD TEST RESULTS 50/3/16" 50/2" UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) Page 4 of 4 ATTERBERG LIMITS LL-PL-PI PERCENT FINES 80 50/1/2" 50/3/16" 85 50/7/16" 50/1/16" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL BRIDGE A.GPJ 91.0 Boring Terminated at 91 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Boring below 10 feet Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered to 10 feet While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. 0 50/5/16" 50/1/8" 50/1" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 3/28/2016 Drill Rig: ATV Project No.: Boring Completed: 3/28/2016 Driller: AS Exhibit: A-12

47 Based on the results of our borings and information published in the Oklahoma Department of Transportation manual, "Engineering Classification of Geologic Materials: Division 8", the project is underlain by the Alluvium (Qas) unit. This unit consists of sand, silt, clay, gravel and/or combinations of materials. Alluvium is found along flood plains (bottom land) of streams and is normally present at places along all streams. The alluvium deposits are underlain by the Chanute and Nellie Bly units. The Chanute Unit consists predominantly of gray shale and tan sandstone. The sandstone and shale are soft and non-resistant to erosion. The shale in the lower portion of the unit is clayey and is sandy in upper portion. The total thickness of the unit ranges from about 15 to 30 feet. Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) FOUNDATION REPORT (SHEET 1 OF 2) The Nellie Bly Unit consists predominantly of yellowish-brown shale and sandy shale with sandstone and siltstone. The shale ranges from clay shale in lower portion to silty and sandy shale upward. The total thickness of this unit ranges from about 80 to 280 feet.

48 ROCK REC = 94% RQD = 44% UCS = 70 ROCK REC = 100% RQD = 90% UCS = 260 ROCK REC = 100% RQD = 70% UCS = 6340 ROCK REC = 100% RQD = 75% UCS = 100 ROCK REC = 100% RQD = 100% UCS = 1630 ROCK REC = 98% RQD = 78% UCS = Based on the results of our borings and information published in the Oklahoma Department of Transportation manual, "Engineering Classification of Geologic Materials: Division 8", the project is underlain by the Alluvium (Qas) unit. This unit consists of sand, silt, clay, gravel and/or combinations of materials. Alluvium is found along flood plains (bottom land) of streams and is normally present at places along all streams. The alluvium deposits are underlain by the Chanute and Nellie Bly units. The Chanute Unit consists predominantly of gray shale and tan sandstone. The sandstone and shale are soft and non-resistant to erosion. The shale in the lower portion of the unit is clayey and is sandy in upper portion. The total thickness of the unit ranges from about 15 to 30 feet. Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) FOUNDATION REPORT (SHEET 1 OF 2) The Nellie Bly Unit consists predominantly of yellowish-brown shale and sandy shale with sandstone and siltstone. The shale ranges from clay shale in lower portion to silty and sandy shale upward. The total thickness of this unit ranges from about 80 to 280 feet.

49 Boring A-5 Depth: 31 to 40.5 Boring A-5 Depth: 40.5 to 50.5

50 Boring A-5 Depth: 50.5 to 60.5

51 APPENDIX B SUPPORTING INFORMATION

52 Geotechnical Engineering Report Turner Turnpike Polecat Creek Bridge (Bridge A) June 1, 2016 Terracon Project No Laboratory Testing Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System (USCS) and American Association of State Highway and Transportation Officials (AASHTO) classification systems described in Appendix C. Bedrock materials were classified according to the General Notes and described using commonly accepted geotechnical terminology. After the testing was completed, the field descriptions were confirmed or modified as necessary. Selected soil and bedrock samples obtained from the site were tested for the following engineering properties: Water content (ASTM D2216) Atterberg limits (AASHTO T 90) Sieve analysis (AASHTO T 88) Unconfined compressive strength of rock cores (ASTM D2938) Procedural standards noted above are for reference to methodology in general. In some cases variations to methods are applied as a result of local practice or professional judgment. Responsive Resourceful Reliable Exhibit B-1

53 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-1 A-1 A-1 A-1 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-1 A-1 A-1 A-1 COBBLES coarse GRAVEL fine coarse SILTY SAND with GRAVEL (SM) SANDY LEAN CLAY (CL) LEAN CLAY (CL) LEAN CLAY with SAND (CL) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAIN SIZE IN MILLIMETERS medium SAND A-2-4(0) A-4(2) A-4(6) A-6(10) fine SILT OR CLAY PL PI PROJECT NUMBER: EXHIBIT: B-2 Cc Cu

54 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-2 A-2 A-2 A-2 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-2 A-2 A-2 A-2 COBBLES coarse GRAVEL fine SANDY LEAN CLAY (CL) SANDY SILTY CLAY (CL-ML) SILTY SAND (SM) SANDY LEAN CLAY (CL) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) coarse GRAIN SIZE IN MILLIMETERS medium A-4(2) A-4(1) A-4(0) A-4(3) SAND fine SILT OR CLAY PL PI 8 6 PROJECT NUMBER: EXHIBIT: B-3 8 Cc Cu

55 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-2 A-3 A-3 A-3 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-2 A-3 A-3 A-3 COBBLES coarse GRAVEL fine SILTY SAND (SM) coarse CLAYEY SAND with GRAVEL (SC) SILTY SAND (SM) SILTY CLAY with SAND (CL-ML) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAIN SIZE IN MILLIMETERS medium SAND A-2-4(0) A-4(0) A-4(0) A-4(3) fine SILT OR CLAY PL PI 8 PROJECT NUMBER: EXHIBIT: B-4 6 Cc Cu

56 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-3 A-4 A-4 A-4 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-3 A-4 A-4 A-4 COBBLES coarse GRAVEL fine SANDY SILTY CLAY (CL-ML) SANDY SILT (ML) SANDY LEAN CLAY (CL) LEAN CLAY with SAND (CL) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) coarse GRAIN SIZE IN MILLIMETERS medium A-4(2) A-4(0) A-6(6) A-6(7) SAND fine SILT OR CLAY PL PI PROJECT NUMBER: EXHIBIT: B-5 Cc Cu

57 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-5 A-5 A-5 A-5 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-5 A-5 A-5 A-5 COBBLES coarse GRAVEL fine SILTY SAND (SM) SANDY SILTY CLAY (CL-ML) SANDY LEAN CLAY (CL) LEAN CLAY with SAND (CL) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) coarse GRAIN SIZE IN MILLIMETERS medium A-4(0) A-4(1) A-6(7) SAND A-6(13) fine SILT OR CLAY PL PI PROJECT NUMBER: EXHIBIT: B-6 Cc Cu

58 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-6 A-6 A-7 A-7 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-6 A-6 A-7 A-7 COBBLES coarse GRAVEL fine SANDY SILTY CLAY (CL-ML) SILTY SAND (SM) SILTY SAND (SM) SILTY SAND (SM) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) coarse GRAIN SIZE IN MILLIMETERS medium A-4(0) A-4(0) SAND A-2-4(0) A-2-4(0) fine SILT OR CLAY PL 14 PI 6 PROJECT NUMBER: EXHIBIT: B-7 Cc Cu

59 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-7 A-8 A-8 A-8 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-7 A-8 A-8 A-8 COBBLES coarse GRAVEL fine LEAN CLAY with SAND (CL) coarse POORLY GRADED SAND with CLAY and GRAVEL (SP-SC) SILTY SAND (SM) LEAN CLAY with SAND (CL) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAIN SIZE IN MILLIMETERS medium SAND A-6(11) A-2-6(0) A-4(0) A-6(9) fine SILT OR CLAY PL PI PROJECT NUMBER: EXHIBIT: B-8 Cc Cu

60 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED BRIDGE A.GPJ TERRACON2012.GDT 4/20/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL A-8 A-8 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay A-8 A-8 COBBLES coarse GRAVEL fine SANDY SILT (ML) LEAN CLAY with SAND (CL) PROJECT: Turner Turnpike Widening - Polecat Creek Bridge (Bridge A) GRAIN SIZE IN MILLIMETERS coarse medium A-4(0) A-6(8) SAND fine SILT OR CLAY PL 14 PI 13 PROJECT NUMBER: EXHIBIT: B-9 Cc Cu

61 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm 1 Sand (5) Stiff Clay without Free Water (3) Stiff Clay without Free Water (3) , Stiff Clay without Free Water (3) Soft Clay (1) Stiff Clay without Free Water (3) Sand (5) Weak Rock (8) , Weak Rock (8) , Weak Rock (8) , NOTES: LPILE 1. Design depth to subsurface water is about 14 feet. 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.1 A-1 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No Depth to Soil Layer

62 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm 1 Stiff Clay without Free Water (3) Stiff Clay without Free Water (3) Stiff Clay without Free Water (3) Stiff Clay without Free Water (3) Sand (5) Soft Clay (1) Sand (5) Weak Rock (8) , Weak Rock (8) , NOTES: LPILE Depth to Soil Layer 1. Design depth to subsurface water is about 14 feet. 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.2 A-2 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No

63 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm NOTES: LPILE 1 Sand (5) Sand (5) Sand (5) Soft Clay (1) Stiff Clay without Free Water (3) Weak Rock (8) , Weak Rock (8) , Design depth to subsurface water is about 8.5 feet. 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.3 A-3 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No Depth to Soil Layer

64 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm NOTES: LPILE 1 Sand (5) Soft Clay (1) Soft Clay (1) Sand (5) Sand (5) Weak Rock (8) , Weak Rock (8) , Design depth to subsurface water is at the existing ground surface 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.4 A-4 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No Depth to Soil Layer

65 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm 1 Sand (5) Soft Clay (1) Sand (5) Soft Clay (1) Stiff Clay without Free Water (3) Weak Rock (8) , Weak Rock (8) , Weak Rock (8) , Weak Rock (8) , Weak Rock (8) , NOTES: LPILE 1. Design depth to subsurface water is about 8.5 feet. 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.5 A-5 /A-5A LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No Depth to Soil Layer

66 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm NOTES: LPILE 1 Soft Clay (1) Stiff Clay without Free Water (3) Soft Clay (1) Sand (5) Weak Rock (8) , Weak Rock (8) , Design depth to subsurface water is at the existing ground surface 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.6 A-6 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No Depth to Soil Layer

67 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm NOTES: LPILE 1 Sand (5) Sand (5) Sand (5) Stiff Clay without Free Water (3) Sand (5) Stiff Clay without Free Water (3) Sand (5) Weak Rock (8) , Weak Rock (8) , Design depth to subsurface water is about 16.5 feet. 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.7 A-7 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No Depth to Soil Layer

68 LPILE LPILE Soil Effective Undrained Internal Soil Modulus Unit Shear Friction Strain Soil Top Bottom k 2 Weight Strength 4 Angle RQD 3 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e 50/ k rm NOTES: LPILE 1 Sand (5) Stiff Clay without Free Water (3) Stiff Clay without Free Water (3) Sand (5) Sand (5) Sand (5) Weak Rock (8) , Weak Rock (8) , Design depth to subsurface water is about 16.5 feet. 2. Value given for Weak Rock is E ri in psi. 3. Value given for RQD estimated from field data and sample examination. 4. Uniaxial compressive strength for rock, in psi TABLE B.8 A-8 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Turner Turnpike - Polecat Creek Bridge (Bridge A) Terracon Project No Depth to Soil Layer

69 APPENDIX C SUPPORTING DOCUMENTS

70 DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES Water Initially Encountered (HP) Hand Penetrometer Auger Split Spoon Water Level After a Specified Period of Time (T) Torvane SAMPLING Shelby Tube Texas Cone Grab Sample Pressure Meter Rock Core No Recovery WATER LEVEL Water Level After a Specified Period of Time Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. FIELD TESTS (b/f) (PID) (OVA) (TCP) Standard Penetration Test (blows per foot) Photo-Ionization Detector Organic Vapor Analyzer Texas Cone Penetrometer DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Includes gravels, sands and silts. CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance STRENGTH TERMS Descriptive Term (Density) Loose Medium Dense Dense Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Descriptive Term (Consistency) Very Loose Very Soft Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. 0-1 < Soft 500 to 1, Stiff Unconfined Compressive Strength, Qu, psf less than 500 Medium-Stiff 1,000 to 2, ,000 to 4, Very Dense > 50 > _ 99 Very Stiff 4,000 to 8, Hard > 8,000 > 30 > 42 RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Percent of Dry Weight Major Component of Sample GRAIN SIZE TERMINOLOGY Particle Size Trace With Modifier < > 30 Boulders Cobbles Gravel Sand Silt or Clay Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm) RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Percent of Dry Weight < > 12 Term Non-plastic Low Medium High PLASTICITY DESCRIPTION Plasticity Index > 30 Exhibit C-1

71 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Coarse Grained Soils: More than 50% retained on No. 200 sieve Fine-Grained Soils: 50% or more passes the No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Sands: 50% or more of coarse fraction passes No. 4 sieve Silts and Clays: Liquid limit less than 50 Silts and Clays: Liquid limit 50 or more Group Symbol Soil Classification Group Name B Clean Gravels: Cu 4 and 1 Cc 3 E GW Well-graded gravel F Less than 5% fines C Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G,H More than 12% fines C Fines classify as CL or CH GC Clayey gravel F,G,H Clean Sands: Cu 6 and 1 Cc 3 E SW Well-graded sand I Less than 5% fines D Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I Sands with Fines: Fines classify as ML or MH SM Silty sand G,H,I More than 12% fines D Fines classify as CL or CH SC Clayey sand G,H,I Inorganic: Organic: Inorganic: Organic: PI 7 and plots on or above A line J CL Lean clay K,L,M PI 4 or plots below A line J ML Silt K,L,M Liquid limit - oven dried Liquid limit - not dried 0.75 OL Organic clay K,L,M,N Organic silt K,L,M,O PI plots on or above A line CH Fat clay K,L,M PI plots below A line MH Elastic Silt K,L,M Liquid limit - oven dried Liquid limit - not dried Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat 0.75 OH Organic clay K,L,M,P Organic silt K,L,M,Q A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add with cobbles or boulders, or both to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D 60 /D 10 Cc = D (D 10 2 ) 30 x D 60 F If soil contains 15% sand, add with sand to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add with organic fines to group name. I If soil contains 15% gravel, add with gravel to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add with sand or with gravel, whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add sandy to group name. M If soil contains 30% plus No. 200, predominantly gravel, add gravelly to group name. N PI 4 and plots on or above A line. O PI 4 or plots below A line. P PI plots on or above A line. Q PI plots below A line. Exhibit C-2

72 AASHTO SOIL CLASSIFICATION SYSTEM Exhibit C-3

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