Geotechnical Data Report

Transcription

1 Geotechnical Data Report Emergency Bridge Package 6 Richland County, South Carolina May 12, 2016 SCDOT Project ID.: P029942, P029943, P Terracon Project No L (Rev. 1) Prepared for: South Carolina Department of Transportation Columbia, South Carolina Prepared by: Terracon Consultants, Inc. Columbia, South Carolina

2 May 12, 2016 South Carolina Department of Transportation P.O. Box 191 Columbia, South Carolina Attn: Mr. Trapp Harris, P.E. Geotechnical Design Engineer DesignBuild Section Re: Geotechnical Data Report Emergency Bridge Package 6 Richland County, South Carolina Project ID.: P029942, P029943, P Terracon Project Number: 73100L (Rev. 1) Dear Mr. Harris: Terracon Consultants Inc. (Terracon) has completed the geotechnical exploration and testing services for the above referenced project. These services were conducted in general accordance with the SCDOT Scope of Services, dated April 1, This geotechnical data report presents the findings of the subsurface exploration and laboratory testing along with an overview of testing activities. 1.0 INTRODUCTION The South Carolina Department of Transportation (SCDOT) has contracted Terracon to perform subsurface exploration and laboratory testing for the replacement of three bridges along the SC 48 (Bluff Road) alignment in Richland County, South Carolina. The bridges to be replaced are as follows: Back Swamp (Pin # P029942) Cedar Creek (Pin # P029943) Dry Branch (Pin # P029944) The purpose this work is to develop information relative to subsurface soil and groundwater conditions at the end bent locations for the aforementioned bridge locations. This report presents the results of that work. No geotechnical recommendations are associated with the requested scope of study. The following sections of this report contain a summary of the activities our field exploration and laboratory testing. The logs of the soil test borings, CPT soundings, MASW arrays, the Site Location Map and the Boring Location Plans are included in Appendix A of this report. The results of the laboratory testing performed on soil samples obtained from the site during Terracon Consultants, Inc. 21 Clemson Road Columbia, South Carolina P [803] F [803] terracon.com

3 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) the field exploration are included in Appendix B of this report. Descriptions of the field exploration and laboratory testing are included in their respective appendices. 2.0 PROJECT DESCRIPTION The project sites are located along SC 48 (Bluff Road) in Richland County, SC and span Back Swamp, Cedar Creek, and Dry Branch. Site location and boring locations plans are presented in Appendix A of this report. It is our understanding that the project will include the demolition/removal of each existing bridge and will be replaced with a new structure on the existing or similar horizontal alignment. The existing bridges are multispan structures that are supported on a driven pile foundation system. The original structures appears to be supported on driven timber piles whereas subsequent widenings utilized PreStressed Concrete (PSC) piles. At the time of the field exploration, the surface of the stream flow was generally about feet below the existing bridge decks. 3.0 GEOTECHNICAL TESTING The geotechnical exploration for this project was performed between April 26 and May 3, The results of our field work and our associated laboratory testing is attached in appendixes A and B of this report. 3.1 Field Exploration Our field exploration at the site consisted of the following: Six (6) Standard Penetration Test (SPT) Borings (B1, B2, B3, B4, B, and B6) Six (6) Cone Penetration Test (CPT) Soundings (CPT1, CPT2, CPT3, CPT4, CPT, and CPT6) Geophysical testing consisting of three (3) Multichannel Analysis of Surface Waves (MASW) arrays (MASW1, MASW2, and MASW3) The shear wave velocity profile is provided in Appendix A for each bridge. The 0foot average shear wave velocity value shown on each profile is based on the data obtained below the fill embankment. The tests were performed at the locations requested by the SCDOT. A description of our testing methods and graphical logs outlining the soil conditions at each test location are presented in Appendix A. Test locations were established in the field by Terracon and surveyed by Construction Support Services, LLC, after completion. The rig set ups at the boring/sounding locations are provided in photographs in Appendix A. Responsive Resourceful Reliable 2

4 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) 3.2 Laboratory Testing The following laboratory tests were performed on the soil samples collected at the site: Thirty (30) Natural Moisture Content Tests (ASTM D2216) Eleven (11) Atterberg Limits Tests (ASTM D4318) Twenty Four (24) Material Finer than No. 200 by Washing (ASTM D114014) The scope of the laboratory testing frequency was determined by the SCDOT. The tested samples were chosen by Terracon to provide lithological information. The laboratory procedures and results of the laboratory tests are presented in Appendix B. 4.0 CLOSURE We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Kenneth J. Zur, P.E. Phillip A. Morrison, P.E. Senior Geotechnical Engineer Geotechnical Department Manager SC Registration No SC Registration No Attachments Copies: Addressee (1 via ) File (1) Responsive Resourceful Reliable 3

5 APPENDIX A FIELD EXPLORATION Exhibit A1 Site Location Map Exhibits A2 A4 Boring Location Plans Exhibit A Field Testing Summary Exhibits A6 A8 MASW Results Exhibit A9 Field Testing Description Exhibit A Soil Description Terms Exhibit A11 to A16 Boring Logs Exhibits A17 A22 CPT Sounding Logs Exhibits A23 to A28 CPT Correlative Logs Exhibit A29 Photographic Log

6 BACK SWAMP BRIDGE CEDAR CREEK BRIDGE DRY BRANCH BRIDGE DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SCALE IN FEET Project Mngr: Drawn By: Checked By: Approved By: KJZ PTK KJZ PAM Project No. Scale: File No. Date: 73100L AS SHOWN 73100L MAY 2016 Consulting Engineers and Scientists 21 CLEMSON ROAD COLUMBIA, SC29229 PH. (803) FAX. (803) SITE LOCATION MAP Emergency Bridge Package 6 SC 48 (Bluff Road) Richland County, South Carolina Exhibit A1

7 B1 CPT1 CPT2 B2 MASW1 EXPLANATION BORING LOCATION CONE PENETRATION TEST MULTICHANNEL ANALYSIS OF SURFACE WAVES DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SCALE IN FEET Project Mngr: Drawn By: Checked By: Approved By: KJZ PTK KJZ PAM Project No. Scale: File No. Date: 73100L AS SHOWN 73100L MAY 2016 Consulting Engineers and Scientists 21 CLEMSON ROAD COLUMBIA, SC29229 PH. (803) FAX. (803) BORING LOCATION PLAN Emergency Bridge Package 6 SC 48 (Bluff Road) Back Swamp Bridge Richland County, South Carolina Exhibit A2

8 B3 B4 CPT3 CPT4 MASW2 EXPLANATION BORING LOCATION CONE PENETRATION TEST MULTICHANNEL ANALYSIS OF SURFACE WAVES DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SCALE IN FEET Project Mngr: Drawn By: Checked By: Approved By: KJZ PTK KJZ PAM Project No. Scale: File No. Date: 73100L AS SHOWN 73100L MAY 2016 Consulting Engineers and Scientists 21 CLEMSON ROAD COLUMBIA, SC29229 PH. (803) FAX. (803) BORING LOCATION PLAN Emergency Bridge Package 6 SC 48 (Bluff Road) Cedar Creek Bridge Richland County, South Carolina Exhibit A3

9 B CPT CPT6 B6 MASW3 EXPLANATION BORING LOCATION CONE PENETRATION TEST MULTICHANNEL ANALYSIS OF SURFACE WAVES DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SCALE IN FEET Project Mngr: Drawn By: Checked By: Approved By: KJZ PTK KJZ PAM Project No. Scale: File No. Date: 73100L AS SHOWN 73100L MAY 2016 Consulting Engineers and Scientists 21 CLEMSON ROAD COLUMBIA, SC29229 PH. (803) FAX. (803) BORING LOCATION PLAN Emergency Bridge Package 6 SC 48 (Bluff Road) Dry Branch Bridge Richland County, South Carolina Exhibit A4

10 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) Field Testing Summary Boring No. Location Offset Ground Elevation Test Northing Easting Latitude Longitude B1 WBL Lane Center B2 EBL Lane Center B3 WBL Lane Center B4 EBL Lane Center B WBL Lane Center B6 EBL Lane Center CPT1 EBL Lane Center CPT2 WBL Lane Center CPT3 EBL Lane Center CPT4 WBL Lane Center CPT EBL Lane Center CPT6 WBL Lane Center Responsive Resourceful Reliable Exhibit A

11 Swave velocity (ft/s) Testing Results, top of layer Swave velocity (ft/s) Frequency (Hz) Swave velocity model : Active and Passive Combined.rst Phase velocity (ft/s) Average Weighted Shear Wave Velocity (ft/s) 1 = 90 Seismic Site Classification = D 1. Average shear wave velocity based on native soils between 8 ft and 8 ft. 0 Dispersion curve : Active and Passive Combined.rst Project Mgr: Project No. PM Prepared by: WB Checked by: Scale: 73100L BS NA Emergency Bridge Package 6 Back Swamp Bridge PM /9/2016 SC 48 (Bluff Road), Richland County, SC Approved by: Date: 140 FIFTH STREET WEST NORTH CHARLESTON, SC PH: (843) Fax. (843) GEOPHYSICAL TESTING RESULTS MASW SHEAR WAVE VELOCITY EXHIBIT A6

12 Swave velocity (ft/s) Testing Results, top of layer Swave velocity (ft/s) Frequency (Hz) Swave velocity model : Passive and Active Combined.rst Phasevelocity (ft/s) Average Weighted Shear Wave Velocity (ft/s) 1 = 1231 Seismic Site Classification = C 1. Average shear wave velocity based on native soils between 8 ft and 8 ft. 0 Dispersion curve : Passive and Active Combined.rst Project Mgr: Project No. PM Prepared by: WB Checked by: Scale: 73100L BS NA Emergency Bridge Package 6 Cedar Creek Bridge PM /9/2016 SC 48 (Bluff Road), Richland County, SC Approved by: Date: 140 FIFTH STREET WEST NORTH CHARLESTON, SC PH: (843) Fax. (843) GEOPHYSICAL TESTING RESULTS MASW SHEAR WAVE VELOCITY EXHIBIT A7

13 Swave velocity (ft/s) Testing Results, top of layer Swave velocity (ft/s) Frequency (Hz) Swave velocity model : Passive and Active Combined.rst Phasevelocity(ft/s) Average Weighted Shear Wave Velocity (ft/s) 1 = 1217 Seismic Site Classification = C 1. Average shear wave velocity based on native soils between 8 ft and 8 ft. 0 Dispersion curve : Passive and Active Combined.rst Project Mgr: Project No. PM Prepared by: WB Checked by: Scale: 73100L BS NA Emergency Bridge Package 6 Dry Branch Bridge PM /9/2016 SC 48 (Bluff Road), Richland County, SC Approved by: Date: 140 FIFTH STREET WEST NORTH CHARLESTON, SC PH: (843) Fax. (843) GEOPHYSICAL TESTING RESULTS MASW SHEAR WAVE VELOCITY EXHIBIT A8

14 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) FIELD EXPLORATION DESCRIPTION Overview The testing locations were provided by the SCDOT and located in the field by Terracon by taking measurements from existing structures shown on the provided drawings. The borings were surveyed by Construction Support Services, LLC after testing and drilling was complete. The locations as shown in the Exploration Location Plan are shown to the scale indicated. A field log of each test location was prepared by our engineer. The final boring logs included with this report represent the engineer's description of the encountered conditions modified as necessary based on laboratory test results of the individual samples. Soil Test Borings (STB) All boring and sampling operations were conducted in general accordance with the following procedures: SCDOT Geotechnical Design Manual 20 ASTM D783, Standard Guide for Use of Direct Rotary Drilling with WaterBased Drilling Fluid for Geoenvironmental Exploration ASTM D186 Test Method for Penetration Test and SplitBarrel Sampling of Soils ASTM D4220 Standard Practices for Preserving and Transporting Soil Each boring was advanced using rotary wash drilling techniques. Five samples were collected in the upper feet. Below that depth, samples were obtained at foot intervals. Soil samples were obtained with a standard 1.4inch I.D., 2inch O.D., splitbarrel sampler, also known as a standard splitspoon. The sampler is advanced into the soil a total of 18 inches by striking the drill rod using a 140pound automatic hammer falling 30 inches. The number of blows required to advance the sampler for each of three, 6inch increments is recorded. The sum of the number of blows for the second and third increments is called the Standard Penetration Value, or Nvalue (N meas, blows per foot). The Nvalue, when properly evaluated, is an index to the soil strength. Soil Classification provides a general guide to the engineering properties of various soil types and enables the engineer to apply his experience to current situations. In our exploration, samples obtained during drilling operations are examined and visually classified by a geotechnical engineer using the procedures outlined in ASTM D2487 Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System). Laboratory testing was also performed on select splitspoon samples to evaluate index properties for further classification. The soils are described according to color, texture, and relative density or consistency (based on standard penetration resistance). The designations shown on the logs are described on Exhibit A and Exhibit C2. Due to the drilling method (i.e. rotary wash), timeofdrilling water levels were not be recorded. The 24hour groundwater readings were collected from the borings. These are indicated on the Responsive Resourceful Reliable Exhibit A9

15 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) boring logs. At the conclusion of the work, the boreholes were backfilled with drill cuttings and capped with coldpatch asphalt. Cone Penetration Test Soundings (CPT) Cone Penetration Test soundings were conducted in general accordance with ASTM D778 Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils. To facilitate CPT testing, the asphalt pavement at each location was predrilled exposing the underlying soils. Seismic Surface Wave Testing MultiChannel Analysis of Surface Waves (MASW testing) was performed to determine the shear wave velocity profile of the layered soil system. At the test location both MASW readings (active) and Microtremor Array Measurement (MAM) readings (passive) were recorded. The MASW test was conducted using the 24channel Geometrics Geode seismographs and 4.Hz geophones with a linear geometry at an interval of ft. Surface waves were generated by a 20pound sledgehammer striking a polyethylene plate at four locations. MAM testing was performed along the same survey line. MASW (Active) Testing MultiChannel Analysis of Surface Waves (MASW) is a seismic method that uses the dispersive characteristics of Rayleightype surface waves to determine the variation of the shearwave velocity of layered soils with depth. MAM (Passive) Testing Microtremor Array Measurement (MAM) for lower frequency surface waves (passive waves) arising from microtremors and/or urban (traffic) noise and recorded them using a linear or two dimensional (triangle, circle, semicircle, and shapes ) array of geophones (Zywicki and Rix, 1999; Lie et al., 2000). Multiple noise records are required for analysis. The data filters out the Rayleigh waves through a technique called spatial autocorrection (SPAC). This allows the development of a dispersion curve that is defined as the lower envelope of the measured energy peaks. MAM testing results in lower peak energy selections than the active testing described above. Responsive Resourceful Reliable Exhibit A9

16 SOIL DESCRIPTION TERMS Relative Density/Consistency Terms Relative Density 1 Consistency 2 Unconfined SPT Blow Descriptive Term Relative Density SPT Blow Count Descriptive Term Compression Count Strength (qu) (tsf) Very Loose 0 to 1% 4 and less Very Soft 0.2 and less 2 and less Loose 16 to 3% to Soft 0.26 to to 4 Medium Dense 36 to 6% 11 to 30 Firm 0.1 to 1.00 to 8 Dense 66 to 8% 31 to 0 Stiff 1.01 to to 1 Very Dense 86 to 0% 1 and more Very Stiff 2.01 to to 30 Hard 4.01 and more 31 and more Moisture Condition Descriptive Term Criteria Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, usually in coarsegrained soils below the water table Color Describe the sample color while sample is still moist. Angularity 1 Descriptive Term Angular Subangular Subrounded Rounded HCI Reaction 3 Descriptive Term None Reactive Weakly Reactive Strongly Reactive Cementation 3 Descriptive Term Weakly Cemented Moderately Cemented Strongly Cemented Criteria Particles have sharp edges and relatively plane sides with unpolished surfaces. Particles are similar to angular description but have rounded edges. Particles have nearly plane sides but have wellrounded corners and edges. Particles have smoothly curved sides and no edges. Criteria No visible reaction Some reaction, with bubbles forming slowly Violent reaction, with bubbles forming immediately Criteria Crumbles or breaks with handling or little finger pressure Crumbles or breaks with considerable finger pressure Will not crumble or break with finger pressure ParticleSize Range 1 Gravel Diameter, mm Sieve Size Sand Diameter, mm Sieve Size Fine 4.76 to 19.1 #4 to ¾ inch Fine to 0.42 #200 to #40 Coarse 19.1 to 76.2 ¾ inch to 3 inch Medium 0.42 to 2.00 #40 to # Coarse 4.00 to 4.76 # to #4 Primary Soil Type 1, 2 The primary soil type will be shown in all capital letters. USCS Soil Designation Indicate USCS soil designation as defined in ASTM D2487 and D2488 AASHTO Soil Designation Indicate AASHTO soil designation as defined in AASHTO M14 and ASTM D Applies to coarsegrained soils (major portion retained on No. 200 sieve) 2 Applies to finegrained soils (major portion passing No. 200 sieve) 3 Use as required Responsive Resourceful Reliable Exhibit A

17 Soil Test Log Project ID: P County: Richland Boring No.: B1 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/26/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION 0.0 Roadway Back Swamp Bridge ASPHALT (12 inches) Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) FILL Loose, moist, grayish brown, subrounded to subangular, weakly cemented, fine to medium Clayey SAND (SC) (A6) YR NMC=20.1, %#200= SS1 SS Firm to soft, moist, grayish brown, Sandy Lean CLAY (CL) (A6) YR /2.0 SS3 1 3 LL=28, PL=1, PI=13, NMC=23.2, %#200= SS Very soft, wet, grayish brown, Sandy Lean CLAY trace organics (CL) (A6) YR /2 9.0 SS WOH/18" ALLUVIUM Very soft, moist, gray, Sandy Lean CLAY trace organics (roots) (CL) (A6) YR 6/1 13. SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 17.0 COASTAL PLAIN Medium dense, wet, brown, subround to subangular, fine to coarse Poorly Graded SAND (SP) (A3) YR /3 Split Spoon Undisturbed Rock Core, NMC=13.3, %#200=4.0 SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 18. LEGEND HSA CFA DC SS6 SS7 WOH/18" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

18 Soil Test Log Project ID: P County: Richland Boring No.: B1 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/26/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) Very loose, wet, white, subrounded to subangular, fine to medium Well Graded SAND with silt (SWSM) (A3) YR 8/1 23. SS SS9WOH/12" Loose, wet, white, subrounded to subangular, fine to coarse Well Graded SAND (SW) (A3) YR 8/1 33. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 42.0 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 38. LEGEND HSA CFA DC SS11 4 Hollow Stem Auger Continuous Flight Augers Driving Casing 3 2 DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

19 Soil Test Log Project ID: P County: Richland Boring No.: B1 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/26/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Medium dense, wet, brownish yellow, subrounded to subangular, fine to medium Silty SAND with clay seams (SM) (A24) YR 6/6 Graphic Log 43. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS Hard, dry, gray, Lean CLAY (CL) (A6) YR LL=34, PL=22, PI=12, NMC= SS /" 0/" >> Very dense, moist, gray, fine Silty SAND with mica and silt seams (SM) (A24) YR 6/1 3. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Hard, moist, dark gray, Lean CLAY (CL) (A6) YR 4/1 Dense to very dense, wet, gray, subrounded to subangular, fine to medium Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 8. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

20 Soil Test Log Project ID: P County: Richland Boring No.: B1 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/26/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Silty SAND with mica (SM) (A24) YR 4/1 Graphic Log 63. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS NMC=17.3, %#200= SS SS /3" 0/3" >> 46.1 SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS /" 0/" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core >>

21 Soil Test Log Project ID: P County: Richland Boring No.: B1 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/26/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type SS20 1st 6" 23 2nd 6" 28 3rd 6" 36 N Value 64 PL MC LL FINES CONTENT (%) SS SS22 3 0/3" 0/3" >> 26.1 SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 0.0 Split Spoon Undisturbed Rock Core, 11/8" Boring Terminated at 0 Feet SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 98. LEGEND HSA CFA DC SS /4" 0/4" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Rotary Wash Rock Core >>

22 Soil Test Log Project ID: P County: Richland Boring No.: B2 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/27/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION 0.0 Roadway Back Swamp Bridge ASPHALT (12 inches) Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) FILL Medium dense to loose, moist, grayish brown, subrounded to subangular, weakly cemented, fine to medium Clayey SAND with clay seams (SC) (A26) YR / SS SS SS SS ALLUVIUM Very soft, wet, gray, Sandy Lean CLAY (CL) (A76)YR 6/1 9.0 SS WOH/18" LL=4, PL=17, PI=28, NMC=32.8, %#200=9.4 SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG COASTAL PLAIN Loose, wet, dark brown, subrounded to subangular, weakly cemented, fine to medium Clayey SAND (SC) (A26) YR 3/3 Loose, wet, brown, subrounded to subangular, fine to coarse Poorly Graded SAND (SP) (A3) YR 4/3 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS6 SS Hollow Stem Auger Continuous Flight Augers Driving Casing 8 DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

23 Soil Test Log Project ID: P County: Richland Boring No.: B2 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/27/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) Stiff, moist, white, Sandy SILT (ML) (A4) YR NMC=21.6, %#200= SS SS Medium dense, wet, white, subrounded to subangular, fine Silty SAND (SM) (A24) YR 8/1 33. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 42.0 Split Spoon Undisturbed Rock Core, NMC=20., %#200=20.0 SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 38. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

24 Soil Test Log Project ID: P County: Richland Boring No.: B2 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/27/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Very stiff, moist, gray, Sandy Lean CLAY (CL) (A6) YR 6/1 Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS Medium dense, wet, gray, subrounded to subangular, fine to medium Silty SAND (SM) (A24) YR 6/1 48. SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 7.0 Hard, moist, dark gray, Lean CLAY (CL) (A6) YR 4/1 Split Spoon Undisturbed Rock Core, LL=31, PL=22, PI=9, NMC=19.3 SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 8. LEGEND HSA CFA DC SS /4" 0/4" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core >>

25 Soil Test Log Project ID: P County: Richland Boring No.: B2 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/27/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log 63. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS /4" 0/4" >> Very dense to dense, wet, gray, subangular, fine to medium Silty SAND (SM) (A24) YR 6/1 68. SS /" 0/" >> SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 77.0 Hard, dry, dark gray, Lean CLAY (CL) (A6) YR 4/1 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

26 Soil Test Log Project ID: P County: Richland Boring No.: B2 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/27/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/28/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type SS20 1st 6" 24 2nd 6" 36 3rd 6" 40 N Value 76 PL MC LL FINES CONTENT (%) NMC=33., %#200= SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 0.0 Split Spoon Undisturbed Rock Core, 11/8" Boring Terminated at 0 Feet SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 98. LEGEND HSA CFA DC SS /" 0/" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Rotary Wash Rock Core >>

27 Soil Test Log Project ID: P County: Richland Boring No.: B3 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/28/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/29/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 11 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION 0.0 Roadway Cedar Creek Bridge 0.3 ASPHALT (4 inches) Graphic Log 0.3 No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) FILL Loose, moist, brown, subrounded to subangular, weakly cemented, fine to medium Clayey SAND (SC) (A26) YR /3 2.0 SS1 SS LL=26, PL=14, PI=12, NMC=13., %#200= SS SS Very loose, wet, grayish brown, subrounded to subangular, fine to medium Clayey SAND (SC) (A26) YR /2 8.0 SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG COASTAL PLAIN Medium dense, wet, grayish brown, subrounded to subangular, fine to coarse Poorly Graded SAND (SP) (A3) YR /2 Medium dense, wet, gray, subrounded to subangular, fine to coarse Silty SAND (SM) (A24) YR 6/1 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS6 SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

28 Soil Test Log Project ID: P County: Richland Boring No.: B3 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/28/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/29/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 11 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) Very loose, wet, white, subrounded to subangular, fine to medium Silty SAND (SM) (A24) YR 8/1 NMC=26.1, %#200=12.9 SS Medium dense, wet, white, subrounded to subangular, fine Silty SAND micaceous (SM) (A24) YR 8/1 28. SS SS 7 17 SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 37.0 Medium dense, wet, brown, subrounded to subangular, fine to medium Silty SAND (SM) (A24) YR /3 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 38. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

29 Soil Test Log Project ID: P County: Richland Boring No.: B3 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/28/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/29/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 11 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS Medium dense, wet, white, subrounded to subangular, fine Silty SAND with clay seams (SM) (A24) YR 8/1 48. SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 7.0 Hard, dry, dark brown, SILT (ML) (A7) YR 3/3 Split Spoon Undisturbed Rock Core, LL=4, PL=27, PI=18, NMC=24.4 SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 8. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

30 Soil Test Log Project ID: P County: Richland Boring No.: B3 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/28/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/29/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 11 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log 63. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS Very stiff, moist, brownish gray, Sandy Lean CLAY (CL) (A6) YR /2 68. SS Medium dense to dense, wet, brown, subrounded to subangular, fine to medium Silty SAND (SM) (A24) YR /3 73. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Split Spoon Undisturbed Rock Core, NMC=16.6, %#200=24.1 SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

31 Soil Test Log Project ID: P County: Richland Boring No.: B3 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: R. Sarkar Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/28/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: 4/29/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 11 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type SS20 1st 6" 12 2nd 6" 16 3rd 6" 21 N Value 37 PL MC LL FINES CONTENT (%) Hard, dry, dark gray, Lean CLAY (CL) (A6) YR NMC=27., %#200= SS Dense, wet, gray, subrounded to subangular, fine to medium Silty SAND with clay seams (SM) (A24) YR 6/1 93. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Hard, dry, gray, Sandy SILT with clay seams and mica (ML) (A4) YR 6/1 Split Spoon Undisturbed Rock Core, 11/8" Boring Terminated at 0 Feet SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 98. LEGEND HSA CFA DC SS /" 0/" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Rotary Wash Rock Core >>

32 Soil Test Log Project ID: P County: Richland Boring No.: B4 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/29/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /2/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION 0.0 Roadway Cedar Creek Bridge Asphalt (9 inches) 0.8 FILL Medium dense, dry, light yellowish brown, subangular, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 6/4 Graphic Log 1.0 No./Type SS1 1st 6" 4 2nd 6" 6 3rd 6" 7 N Value 13 PL MC LL FINES CONTENT (%) SS Medium dense, dry, light yellowish brown, subangular, weakly cemented, fine to medium Silty SAND with gravel (SM) (A24) YR 6/4 Very loose, moist, light yellowish brown, subangular, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 6/ SS3 SS ALLUVIUM Very loose, moist, dark yellowish brown, subangular, weakly cemented, fine to medium Clayey SAND with gravel (SC) (A26) YR 4/6 9.0 SS WOH/18" 0 LL=3, PL=19, PI=16, NMC=23.8, %#200=30.2 SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 17.0 COASTAL PLAIN Medium dense, moist, dark yellowish brown, subangular, weakly cemented, fine to medium Silty SAND (SM) (A24) YR NMC=19.8, %#200=16.1 Medium dense, moist, light gray, subangular, weakly cemented, fine to medium Silty SAND with gravel (SM) (A24) YR 2/7 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS6 SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

33 Soil Test Log Project ID: P County: Richland Boring No.: B4 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/29/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /2/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) Medium dense, dry, light gray, subrounded, weakly cemented, fine Poorly Graded SAND with silt (SPSM) (A3) YR 7/2 23. SS SS NMC=22.6, %#200= SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 42.0 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 38. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

34 Soil Test Log Project ID: P County: Richland Boring No.: B4 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/29/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /2/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Dense, moist, dark grayish brown, subangular, weakly cemented, fine to coarse Silty SAND (SM) (A24) YR 4/2 Graphic Log 43. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS Hard, moist, dark grayish brown, Lean CLAY (CL) (A6) YR NMC=28.9, %#200= SS SS /1" 0/1" >> 77.1 SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Hard, moist, dark yellowish brown, Sandy lean CLAY (CL) (A6) YR 4/4 Hard, moist, light yellowish brown, Sandy CLAY with organics (CL) (A6) YR 6/4 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 8. LEGEND HSA CFA DC SS /4" 0/4" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core >>

35 Soil Test Log Project ID: P County: Richland Boring No.: B4 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/29/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /2/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log 63. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS Hard, moist, light yellowish brown, Sandy lean CLAY (CL) (A7) YR 6/4 68. SS LL=4, PL=26, PI=19, NMC= SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

36 Soil Test Log Project ID: P County: Richland Boring No.: B4 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: 4/29/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /2/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type SS20 1st 6" 13 2nd 6" 19 3rd 6" 24 N Value 43 PL MC LL FINES CONTENT (%) SS SS /4" 0/4" >> 37.1 SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Hard, moist, very pale brown, Sandy lean CLAY with gravel (CL) (A6) YR 8/4 Split Spoon Undisturbed Rock Core, 11/8" Boring Terminated at 0 Feet SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 98. LEGEND HSA CFA DC SS /2" 0/2" Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Rotary Wash Rock Core >>

37 Soil Test Log Project ID: P County: Richland Boring No.: B Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /2/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /3/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR ft SPT N VALUE N Elevation MATERIAL DESCRIPTION 0.0 Roadway Dry Branch Bridge Asphalt (9 inches) 0.8 FILL Medium dense, dry, dark yellowish brown, subangular, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 4/6 Graphic Log 1.0 No./Type SS1 1st 6" 2nd 6" 9 3rd 6" 6 N Value 1 PL MC LL FINES CONTENT (%) Loose, dry, grayish brown, subangular, weakly cemented, fine to medium Silty SAND with crushed aggregate (SM) (A24) YR /2 Loose to very loose, dry, grayish brown, subangular, weakly cemented, fine to medium Silty SAND (SM) (A24) YR / SS2 SS NMC=13.7, %#200= SS NMC=37.1, %#200= SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 12.0 COASTAL PLAIN Medium dense, moist, yellowish brown, subangular, weakly cemented, fine to medium Silty SAND (SM) (A24) YR /4 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS6 SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

38 Soil Test Log Project ID: P County: Richland Boring No.: B Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /2/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /3/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) Loose, wet, white, subangular, moderately cemented, fine to coarse Clayey SAND with gravel (SC) (A26) 9.2/N LL=43, PL=19, PI=24, NMC=23.3 SS Very loose, wet, white, subangular, weakly cemented, fine to coarse Poorly Graded SAND with silt (SPSM) (A3) 9./N NMC=26.3, %#200=.7 SS Dense, moist, white, subrounded, weakly cemented, fine Silty SAND (SM) (A24) 9./N 33. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Very loose, wet, white, subrounded, weakly cemented, fine Silty SAND (SM) (A24) 9./N Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 38. LEGEND HSA CFA DC SS11 3 Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

39 Soil Test Log Project ID: P County: Richland Boring No.: B Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /2/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /3/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log Medium dense to dense, moist, dark yellowish brown, subrounded, weakly cemented, fine Silty SAND (SM) (A24) YR 4/4 43. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 63.0 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 8. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

40 Soil Test Log Project ID: P County: Richland Boring No.: B Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /2/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /3/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Medium dense, moist, dark yellowish brown, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 4/4 Graphic Log 63. No./Type SS16 1st 6" 9 2nd 6" 12 3rd 6" 1 N Value 27 PL MC LL FINES CONTENT (%) NMC=28.0, %#200= SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

41 Soil Test Log Project ID: P County: Richland Boring No.: B Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: WBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /2/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /3/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type SS20 1st 6" 14 2nd 6" 14 3rd 6" 14 N Value 28 PL MC LL FINES CONTENT (%) SS Dense, moist, very dark brown, subrounded, moderately cemented, fine to medium Clayey SAND with organics (SC) (A26) YR 2/2 93. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Medium dense, moist, dark yellowish brown, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 4/4 Split Spoon Undisturbed Rock Core, 11/8" Boring Terminated at 0 Feet SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 98. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Rotary Wash Rock Core

42 Soil Test Log Project ID: P County: Richland Boring No.: B6 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /3/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /4/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION 0.0 Roadway Dry Branch Bridge Asphalt (12 inches) Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) FILL Medium dense to loose, dry, dark yellowish brown, subrounded, weakly cemented, fine to medium Clayey SAND (SC) (A26) YR 4/ SS SS Very loose to loose, dry, dark yellowish brown, subrounded, weakly cemented, fine to medium Clayey SAND (SC) (A26) YR 4/ SS SS ALLUVIUM Very loose, wet, brownish yellow, subrounded, weakly cemented, fine to medium Clayey SAND with organics (SC) (A26) YR 6/6 9.0 SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG LL=1, PL=12, PI=3, NMC=1.8 COASTAL PLAIN Medium dense to loose, moist, dark yellowish brown, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 4/2 Split Spoon Undisturbed Rock Core, NMC=16.6, %#200=20.0 SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS6 SS Hollow Stem Auger Continuous Flight Augers Driving Casing 8 DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

43 Soil Test Log Project ID: P County: Richland Boring No.: B6 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /3/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /4/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) Loose, moist, dark grayish brown, subrounded, weakly cemented, fine to medium Silty SAND with gravel (SM) (A24) YR 4/2 23. NMC=20.1, %#200=17.8 SS Loose to medium dense, moist, dark grayish brown, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 4/2 28. SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 42.0 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 38. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

44 Soil Test Log Project ID: P County: Richland Boring No.: B6 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /3/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /4/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Soft, moist, grayish brown, Sandy SILT (ML) (A6) YR /2 Graphic Log No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) LL=36, PL=2, PI=11, NMC=31.6, %#200= SS Dense to medium dense, wet, light brownish gray, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 6/2 48. SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 8. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

45 Soil Test Log Project ID: P County: Richland Boring No.: B6 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /3/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /4/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log 63. No./Type 1st 6" 2nd 6" 3rd 6" N Value PL MC LL FINES CONTENT (%) SS Dense to medium dense, moist, brownish yellow, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 6/6 68. NMC=28.9, %#200=16.3 SS SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG Medium dense, moist, dark yellowish brown, subrounded, weakly cemented, fine to medium Clayey SAND (SC) (A26) YR 4/4 Dense, wet, light yellowish brown, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 6/4 Split Spoon Undisturbed Rock Core, 11/8" SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Continued Next Page Rotary Wash Rock Core

46 Soil Test Log Project ID: P County: Richland Boring No.: B6 Site Description: Emergency Bridge Package 6 Route: SC 48 Eng./Geo.: J. Fredendall Boring Location: EBL Offset: Lane Ctr Alignment: Existing Elev.: ft Latitude: Longitude: Date Started: /3/2016 Total : 0 ft Soil : 0 ft Core : 0 ft Date Completed: /4/2016 Bore Hole Diameter (in): 2.94 r Configuration Liner Required: Y N Liner Used: Y Drill Machine: CME0X Drill Method: RW Hammer Type: Automatic Energy Ratio: 74.2% Core Size: N.A. Driller: A. Large Groundwater: TOB N.A. 24HR 9 ft SPT N VALUE N Elevation MATERIAL DESCRIPTION Graphic Log No./Type SS20 1st 6" 12 2nd 6" 1 3rd 6" 20 N Value 3 PL MC LL FINES CONTENT (%) Very dense, moist, black, subrounded, moderately cemented, fine to medium Clayey SAND with organics (SC) (A26) YR 2/1 88. SS /" 0/" >> Medium dense to dense, moist, dark yellowish brown, subrounded, weakly cemented, fine to medium Silty SAND (SM) (A24) YR 4/4 93. SS SC_DOT 73100L.GPJ SCDOT DATA TEMPLATE_12_30_2014.GDT /12/ SS UD AWG 0.0 Split Spoon Undisturbed Rock Core, 11/8" Boring Terminated at 0 Feet SAMPLER TYPE NQ CU CT Rock Core, 17/8" Cuttings Continuous Tube 98. LEGEND HSA CFA DC SS Hollow Stem Auger Continuous Flight Augers Driving Casing DRILLING METHOD RW RC Rotary Wash Rock Core

47 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON201.GDT /12/ SCDOT Project # P See Exhibit A3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 9 ft measured water depth (used in normalizations and correlations; see Appendix C) Probe no. 426 with net area ratio of 0.83 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CPT LOG NO. CPT1 21 Clemson Rd Columbia, SC Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: /2/2016 Rig: Pagani TG73200 Project No.: 73100L 1 Sensitive, fine grained 2 Organic soils clay CPT Completed: /2/2016 Operator: JB Exhibit: A17 Page 1 of 1 PROJECT: Emergency Bridge Package 6 CLIENT: SCDOT TEST LOCATION: See Exhibit A2 Columbia, SC Surface Elev.: ft SITE: SC 48 (Bluff Road) Richland County, South Carolina Latitude: Longitude: Station: EBL Offset: Lane Ctr Tip Resistance, q t (tsf) CPT Refused at 44.8 Feet Sleeve Friction, f s (tsf) Friction Ratio, F r (%) >> Hydrostatic Pressure Pore Pressure, u 2 (tsf) Material Description Normalized CPT Soil Behavior Type Clay silty clay to clay 4 Silt mixtures clayey silt to silty clay Sand mixtures silty sand to sandy silt 6 Sands clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained Elev

48 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON201.GDT /12/ SCDOT Project # P See Exhibit A3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 9 ft measured water depth (used in normalizations and correlations; see Appendix C) Probe no. 426 with net area ratio of 0.83 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CPT LOG NO. CPT2 21 Clemson Rd Columbia, SC Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: /2/2016 Rig: Pagani TG73200 Project No.: 73100L 1 Sensitive, fine grained 2 Organic soils clay CPT Completed: /2/2016 Operator: JB Exhibit: A18 Page 1 of 1 PROJECT: Emergency Bridge Package 6 CLIENT: SCDOT TEST LOCATION: See Exhibit A2 Columbia, SC Surface Elev.: ft SITE: SC 48 (Bluff Road) Richland County, South Carolina Latitude: Longitude: Station: WBL Offset: Lane Ctr Tip Resistance, q t (tsf) CPT Refused at 39.8 Feet Sleeve Friction, f s (tsf) >> >> >> Friction Ratio, F r (%) >> >> >> >> >> >> Hydrostatic Pressure Pore Pressure, u 2 (tsf) Material Description Normalized CPT Soil Behavior Type Clay silty clay to clay 4 Silt mixtures clayey silt to silty clay Sand mixtures silty sand to sandy silt 6 Sands clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained Elev

49 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON201.GDT /12/ SCDOT Project # P See Exhibit A3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 11 ft measured water depth (used in normalizations and correlations; see Appendix C) Probe no. 426 with net area ratio of 0.83 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CPT LOG NO. CPT3 21 Clemson Rd Columbia, SC Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: /3/2016 Rig: Pagani TG73200 Project No.: 73100L 1 Sensitive, fine grained 2 Organic soils clay CPT Completed: /3/2016 Operator: JB Exhibit: A19 Page 1 of 1 PROJECT: Emergency Bridge Package 6 CLIENT: SCDOT TEST LOCATION: See Exhibit A3 Columbia, SC Surface Elev.: ft SITE: SC 48 (Bluff Road) Richland County, South Carolina Latitude: Longitude: Station: EBL Offset: Lane Ctr Tip Resistance, q t (tsf) CPT Refused at 19.3 Feet >> Sleeve Friction, f s (tsf) Friction Ratio, F r (%) Hydrostatic Pressure Pore Pressure, u 2 (tsf) Material Description Normalized CPT Soil Behavior Type Clay silty clay to clay 4 Silt mixtures clayey silt to silty clay Sand mixtures silty sand to sandy silt 6 Sands clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained Elev

50 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON201.GDT /12/ SCDOT Project # P See Exhibit A3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 9 ft measured water depth (used in normalizations and correlations; see Appendix C) Probe no. 426 with net area ratio of 0.83 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CPT LOG NO. CPT4 21 Clemson Rd Columbia, SC Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: /3/2016 Rig: Pagani TG73200 Project No.: 73100L 1 Sensitive, fine grained 2 Organic soils clay CPT Completed: /3/2016 Operator: JB Exhibit: A20 Page 1 of 1 PROJECT: Emergency Bridge Package 6 CLIENT: SCDOT TEST LOCATION: See Exhibit A3 Columbia, SC Surface Elev.: ft SITE: SC 48 (Bluff Road) Richland County, South Carolina Latitude: Longitude: Station: WBL Offset: Lane Ctr Tip Resistance, q t (tsf) CPT Refused at 20.3 Feet Sleeve Friction, f s (tsf) Friction Ratio, F r (%) Hydrostatic Pressure Pore Pressure, u 2 (tsf) Material Description Normalized CPT Soil Behavior Type Clay silty clay to clay 4 Silt mixtures clayey silt to silty clay Sand mixtures silty sand to sandy silt 6 Sands clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained Elev

51 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON201.GDT /12/ SCDOT Project # P See Exhibit A3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION ft measured water depth (used in normalizations and correlations; see Appendix C) Probe no. 426 with net area ratio of 0.83 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CPT LOG NO. CPT 21 Clemson Rd Columbia, SC Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: /3/2016 Rig: Pagani TG73200 Project No.: 73100L 1 Sensitive, fine grained 2 Organic soils clay CPT Completed: /3/2016 Operator: JB Exhibit: A21 Page 1 of 1 PROJECT: Emergency Bridge Package 6 CLIENT: SCDOT TEST LOCATION: See Exhibit A4 Columbia, SC Surface Elev.: ft SITE: SC 48 (Bluff Road) Richland County, South Carolina Latitude: Longitude: Station: EBL Offset: Lane Ctr Tip Resistance, q t (tsf) CPT Refused at 33.3 Feet Sleeve Friction, f s (tsf) Friction Ratio, F r (%) Hydrostatic Pressure Pore Pressure, u 2 (tsf) Material Description Normalized CPT Soil Behavior Type Clay silty clay to clay 4 Silt mixtures clayey silt to silty clay Sand mixtures silty sand to sandy silt 6 Sands clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained Elev

52 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON201.GDT /12/ SCDOT Project # P See Exhibit A3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 9 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. 426 with net area ratio of 0.83 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CPT LOG NO. CPT6 21 Clemson Rd Columbia, SC Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: /3/2016 Rig: Pagani TG73200 Project No.: 73100L 1 Sensitive, fine grained 2 Organic soils clay CPT Completed: /3/2016 Operator: JB Exhibit: A22 Page 1 of 1 PROJECT: Emergency Bridge Package 6 CLIENT: SCDOT TEST LOCATION: See Exhibit A4 Columbia, SC Surface Elev.: ft SITE: SC 48 (Bluff Road) Richland County, South Carolina Latitude: Longitude: Station: WBL Offset: Lane Ctr Tip Resistance, q t (tsf) CPT Refused at 32 Feet Sleeve Friction, f s (tsf) Friction Ratio, F r (%) Hydrostatic Pressure Pore Pressure, u 2 (tsf) Material Description Normalized CPT Soil Behavior Type Clay silty clay to clay 4 Silt mixtures clayey silt to silty clay Sand mixtures silty sand to sandy silt 6 Sands clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained Elev

53 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON20 PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina N 60 Value CPT Refused at 44.8 Feet WATER LEVEL OBSERVATION 9 ft measured water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT1 Page 1 of 1 SEE CPT LOG NO. CPT1 FOR DETAILED TEST RESULTS Effective Friction Angle (degrees) (1) (2) Notes: Probe no. 426 with net area ratio of 0.83 Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CLIENT: SCDOT Columbia, SC Undrained Shear Strength, S u Nkt = 14 (tsf) TEST LOCATION: CPT Completed: /2/2016 Operator: JB Station: EBL Offset: Lane Ctr Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 21 Clemson Rd Columbia, SC OCR (1) (2) CPT Started: /2/2016 Rig: Pagani TG73200 >> >> Project No.: 73100L See Exhibit A2 Surface Elev.: ft Latitude: Longitude: Elastic Modulus, E s (tsf) (3) (4) Exhibit: A23 Material Description Normalized CPT Soil Behavior Type Elev

54 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON20 PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina N 60 Value CPT Refused at 39.8 Feet WATER LEVEL OBSERVATION 9 ft measured water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT2 Page 1 of 1 SEE CPT LOG NO. CPT2 FOR DETAILED TEST RESULTS Effective Friction Angle (degrees) (1) (2) Notes: Probe no. 426 with net area ratio of 0.83 Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CLIENT: SCDOT Columbia, SC Undrained Shear Strength, S u Nkt = 14 (tsf) TEST LOCATION: CPT Completed: /2/2016 Operator: JB Station: WBL Offset: Lane Ctr 4 7 Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 21 Clemson Rd Columbia, SC OCR (1) (2) CPT Started: /2/2016 Rig: Pagani TG73200 >> >> >> Project No.: 73100L See Exhibit A2 Surface Elev.: ft Latitude: Longitude: Elastic Modulus, E s (tsf) (3) (4) Exhibit: A24 Material Description Normalized CPT Soil Behavior Type Elev

55 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON20 PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina N 60 Value CPT Refused at 19.3 Feet WATER LEVEL OBSERVATION 11 ft measured water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT3 Page 1 of 1 SEE CPT LOG NO. CPT3 FOR DETAILED TEST RESULTS Effective Friction Angle (degrees) (1) (2) Notes: Probe no. 426 with net area ratio of 0.83 Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CLIENT: SCDOT Columbia, SC Undrained Shear Strength, S u Nkt = 14 (tsf) TEST LOCATION: CPT Completed: /3/2016 Operator: JB Station: EBL Offset: Lane Ctr Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 21 Clemson Rd Columbia, SC OCR (1) (2) CPT Started: /3/2016 Rig: Pagani TG73200 >> >> Project No.: 73100L See Exhibit A3 Surface Elev.: ft Latitude: Longitude: Elastic Modulus, E s (tsf) (3) (4) Exhibit: A2 Material Description Normalized CPT Soil Behavior Type Elev

56 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON20 PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina N 60 Value CPT Refused at 20.3 Feet WATER LEVEL OBSERVATION 9 ft measured water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT4 Page 1 of 1 SEE CPT LOG NO. CPT4 FOR DETAILED TEST RESULTS Effective Friction Angle (degrees) (1) (2) Notes: Probe no. 426 with net area ratio of 0.83 Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CLIENT: SCDOT Columbia, SC Undrained Shear Strength, S u Nkt = 14 (tsf) TEST LOCATION: CPT Completed: /3/2016 Operator: JB Station: WBL Offset: Lane Ctr Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 21 Clemson Rd Columbia, SC OCR (1) (2) CPT Started: /3/2016 Rig: Pagani TG73200 >> Project No.: 73100L See Exhibit A3 Surface Elev.: ft Latitude: Longitude: Elastic Modulus, E s (tsf) (3) (4) Exhibit: A26 Material Description Normalized CPT Soil Behavior Type Elev

57 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON20 PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina N 60 Value CPT Refused at 33.3 Feet WATER LEVEL OBSERVATION ft measured water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT Page 1 of 1 SEE CPT LOG NO. CPT FOR DETAILED TEST RESULTS Effective Friction Angle (degrees) (1) (2) Notes: Probe no. 426 with net area ratio of 0.83 Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CLIENT: SCDOT Columbia, SC Undrained Shear Strength, S u Nkt = 14 (tsf) TEST LOCATION: CPT Completed: /3/2016 Operator: JB Station: EBL Offset: Lane Ctr Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 21 Clemson Rd Columbia, SC OCR (1) (2) CPT Started: /3/2016 Rig: Pagani TG73200 >> >> Project No.: 73100L See Exhibit A4 Surface Elev.: ft Latitude: Longitude: Elastic Modulus, E s (tsf) (3) (4) Exhibit: A27 Material Description Normalized CPT Soil Behavior Type Elev

58 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT EN100L (COLUMBIA SCDOT EMERGENCY BRIDGE).GPJ TERRACON20 PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina N 60 Value CPT Refused at 32 Feet WATER LEVEL OBSERVATION 9 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT6 Page 1 of 1 SEE CPT LOG NO. CPT6 FOR DETAILED TEST RESULTS Effective Friction Angle (degrees) (1) (2) Notes: Probe no. 426 with net area ratio of 0.83 Manufactured by Geotech A.B.; calibrated 12/7/201 Tip and sleeve areas of cm 2 and 10 cm 2 Ring friction reducer with O.D. of 1.87 in CLIENT: SCDOT Columbia, SC Undrained Shear Strength, S u Nkt = 14 (tsf) TEST LOCATION: CPT Completed: /3/2016 Operator: JB Station: WBL Offset: Lane Ctr Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 21 Clemson Rd Columbia, SC OCR (1) (2) CPT Started: /3/2016 Rig: Pagani TG73200 Project No.: 73100L See Exhibit A4 Surface Elev.: ft Latitude: Longitude: Elastic Modulus, E s (tsf) (3) (4) Exhibit: A28 Material Description Normalized CPT Soil Behavior Type Elev

59 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) 1. Photograph of rig on B1 2. Photograph of rig on B2 3. Photograph of rig on B3 4. Photograph of rig on B4. Photograph of rig on B 6. Photograph of rig on B6 Responsive Resourceful Reliable Exhibit A29

60 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) 7. Photograph of rig on CPT1 8. Photograph of rig on CPT2 9. Photograph of rig on CPT3. Photograph of rig on CPT4 11. Photograph of rig on CPT 12. Photograph of rig on CPT6 Responsive Resourceful Reliable Exhibit A29

61 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) 13. Photograph of MASW Array Back Swamp Bridge 14. Photograph of MASW Array Cedar Branch Bridge 1. Photograph of MASW Array Dry Branch Bridge Responsive Resourceful Reliable Exhibit A29

62 APPENDIX B LABORATORY TESTING Exhibit B1 Laboratory Testing Description Exhibit B2 Summary of Laboratory Data Exhibit B3 Laboratory Data Sheets

63 Geotechnical Data Report Emergency Bridge Package 6 Richland County, SC May 12, 2016 Terracon Project No L (Rev. 1) LABORATORY TESTING DESCRIPTION The samples collected during the field exploration were taken to our laboratory for additional testing. The laboratory testing program was developed by Terracon at the request of the SCDOT. Using the determined testing program, the laboratory tests were conducted on selected soil samples to determine lithological information. The test results are presented in this appendix The laboratory test results were used to confirm the soil descriptions presented on the boring logs in Appendix A. Laboratory tests were performed in general accordance with the applicable ASTM, AASHTO, SCDOT or other accepted standards. Selected soil samples obtained from the site were tested for the following engineering properties: Material Finer than No. 200 Sieve by Washing AASHTO T88/(ASTM D114014) Atterberg Limits AASHTO T89/T90(ASTM D4318) Moisture Content Determination AASHTO T26/(ASTM D2216) Responsive Resourceful Reliable Exhibit B1

64 Summary of Laboratory Results Sheet 1 of 1 BORING ID USCS Classification and Soil Description Compressive Strength (tsf) Liquid Limit Plastic Limit Plasticity Index % <#200 Sieve % Gravel % Sand % Silt % Clay Water Content (%) Dry Density (pcf) B B1 7 9 SANDY LEAN CLAY(CL) B B B B SANDY LEAN CLAY(CL) B B B B LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. OLDLAB SUMMARY: USCS 73100L LAB TESTING LENEXA.GPJ TERRACON2012.GDT /12/16 B3 4 6 CLAYEY SAND(SC) B B B B B CLAYEY SAND(SC) B B B B B B B B B B B B B SANDY SILT(ML) B PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina 21 Clemson Rd Columbia, SC PROJECT NUMBER: 73100L CLIENT: SCDOT Columbia, SC EXHIBIT: B2

65 ATTERBERG LIMITS RESULTS ASTM D LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 73100L LAB TESTING LENEXA.GPJ TERRACON201.GDT /12/16 P L A S T I C I T Y I N D E X CL or OL CH or OH MH or OH CLML ML or OL Boring ID LL PL PI Fines USCS Description B1 B1 B2 B2 B3 B3 B4 B4 B B6 B PROJECT: Emergency Bridge Package 6 SITE: SC 48 (Bluff Road) Richland County, South Carolina "U" Line "A" Line LIQUID LIMIT CL CL SC SC ML 21 Clemson Rd Columbia, SC SANDY LEAN CLAY SANDY LEAN CLAY CLAYEY SAND CLAYEY SAND SANDY SILT PROJECT NUMBER: 73100L CLIENT: SCDOT Columbia, SC EXHIBIT: B3

66 APPENDIX C SUPPORTING DOCUMENTS Exhibit C1 Unified Soil Classification System Exhibit C2 CPT General Notes Exhibit C3 Rig Calibration Report

67 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Coarse Grained Soils: More than 0% retained on No. 200 sieve FineGrained Soils: 0% or more passes the No. 200 sieve Gravels: More than 0% of coarse fraction retained on No. 4 sieve Sands: 0% or more of coarse fraction passes No. 4 sieve Silts and Clays: Liquid limit less than 0 Silts and Clays: Liquid limit 0 or more Group Symbol Soil Classification Group Name B Clean Gravels: E Cu ³ 4 and 1 Cc 3 GW F Wellgraded gravel Less than % 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 F,G,H Silty gravel More than 12% fines C Fines classify as CL or CH GC Clayey gravel F,G,H Clean Sands: E Cu ³ 6 and 1 Cc 3 SW I Wellgraded sand Less than % 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 G,H,I Silty sand 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 Organic clay K,L,M,N < 0.7 OL Liquid limit not dried 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 < 0.7 OH Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat Organic clay K,L,M,P Organic silt K,L,M,Q A Based on the material passing the 3inch (7mm) sieve B If field sample contained cobbles or boulders, or both, add with cobbles or boulders, or both to group name. C Gravels with to 12% fines require dual symbols: GWGM wellgraded gravel with silt, GWGC wellgraded gravel with clay, GPGM poorly graded gravel with silt, GPGC poorly graded gravel with clay. D Sands with to 12% fines require dual symbols: SWSM wellgraded sand with silt, SWSC wellgraded sand with clay, SPSM poorly graded sand with silt, SPSC poorly graded sand with clay E Cu = D60/D Cc = D (D 30 ) 2 x D 60 F If soil contains ³ 1% sand, add with sand to group name. G If fines classify as CLML, use dual symbol GCGM, or SCSM. H If fines are organic, add with organic fines to group name. I If soil contains ³ 1% gravel, add with gravel to group name. J If Atterberg limits plot in shaded area, soil is a CLML, silty clay. K If soil contains 1 to 29% plus No. 200, add with sand or with gravel, whichever is predominant. L If soil contains ³ 30% plus No. 200 predominantly sand, add sandy to group name. M If soil contains ³ 30% plus No. 200, predominantly gravel, add gravelly to group name. N PI ³ 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 C1

68 CPT GENERAL NOTES DESCRIPTION OF MEASUREMENTS AND CALIBRATIONS To be reported per ASTM D778: Uncorrected Tip Resistance, q c Measured force acting on the cone divided by the cone's projected area Corrected Tip Resistance, q t Cone resistance corrected for porewater and net area ratio effects q t = q c + U2(1 a) Where a is the net area ratio, a lab calibration of the cone typically between 0.70 and 0.8 Pore Pressure, U1/U2 Pore pressure generated during penetration U1 sensor on the face of the cone U2 sensor on the shoulder (more common) Sleeve Friction, fs Frictional force acting on the sleeve divided by its surface area Normalized Friction Ratio, FR The ratio as a percentage of fs to q t, accounting for overburden pressure To be reported per ASTM D7400, if collected: Shear Wave Velocity, Vs Measured in a Seismic CPT and provides direct measure of soil stiffness Permeability, k Sand DESCRIPTION OF GEOTECHNICAL CORRELATIONS Normalized Tip Resistance, Q t Q t = (q t V0)/ ' V0 Over Consolidation Ratio, OCR OCR (1) = 0.2(Q t ) 1.2 OCR (2) = 0.33(Q t ) Undrained Shear Strength, Su Su = Q t x ' V0 /N kt N kt is a geographical factor (shown on Su plot) Sensitivy, St St = (q t V0/N kt ) x (1/fs) Effective Friction Angle, ' ' (1) = tan 1 (0.373[log(q t / ' V0 ) ]) ' (2) = [log(Q t )] Unit Weight UW = (0.27[log(FR)]+0.36[log(q t /atm)]+1.236) x UW water V0 is taken as the incremental sum of the unit weights Small Strain Shear Modulus, G 0 G 0 (1) = Vs 2 G 0 (2) = 0.01 x (0.Ic ) (q t V0) REPORTED PARAMETERS CPT logs as provided, at a minimum, report the data as required by ASTM D778 and ASTM D7400 (if applicable). This minimum data include tip resistance, sleeve resistance, and porewater pressure. Other correlated parameters may also be provided. These other correlated parameters are interpretations of the measured data based upon published and reliable references, but they do not necessarily represent the actual values that would be derived from direct testing to determine the various parameters. The following chart illustrates estimates of reliability associated with correlated parameters based upon the literature referenced below. RELATIVE RELIABILITY OF CPT CORRELATIONS Clay and Silt Soil Behavior Type Index, Ic Ic = [(3.47 log(q t ) 2 + (log(fr) ) 2 ] 0. SPT N 60 ( Ic) N 60 = (q t /atm) / Elastic Modulus, Es (assumes q/q ultimate ~ 0.3, i.e. FS = 3) Es (1) = 2.6 G 0 where = logQ t,clean sand Es (2) = G 0 Es (3) = 0.01 x (0.Ic ) (q t V0) Es (4) = 2.q t Constrained Modulus, M M = M(q t V0) For Ic > 2.2 (finegrained soils) M = Q t with maximum of 14 For Ic < 2.2 (coarsegrained soils) (0.Ic ) M = x Hydraulic Conductivity, k ( Ic) For 1.0 < Ic < 3.27 k = ( Ic) For 3.27 < Ic < 4.0 k = Relative Density, Dr Dr = (Q t / 30) 0. x 0 Constrained Modulus, M Effective Friction Angle, ' Relative Density, Dr CONE PENETRATION SOIL BEHAVIOR TYPE REFERENCES Unit Weight Sensitivity, St Undrained Shear Strength, Su Over Consolidation Ratio, OCR Small Strain Modulus, G 0 * and Elastic Modulus, Es* WATER LEVEL Sand Low Reliability Clay and Silt Clay and Silt Sand Clay and Silt Sand NORMALIZED CONE RESISTANCE, q t / atm 00 Sand 0 Clay and Silt * improves with seismic Vs measurements Reliability of CPTpredicted N 60 values as commonly measured by the Standard Penetration Test (SPT) is not provided due to the inherent inaccuracy associated with the SPT test procedure. High Reliability The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the normalized soil behavior type classification and correlated soil parameters. The water level may either be "measured" or "estimated:" Measured to water directly measured in the field Estimated to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditions While groundwater levels displayed as "measured" more accurately represent site conditions at the time of testing than those "estimated," in either case the groundwater should be further defined prior to construction as groundwater level variations will occur over time. The estimated stratigraphic profiles included in the CPT logs are based on relationships between corrected tip resistance (q t ), friction resistance (fs), and porewater pressure (U2). The normalized friction ratio (FR) is used to classify the soil behavior type. Sand Sand Clay and Silt Clay and Silt Clay and Silt 7 1 Sensitive, fine grained 2 Organic soils clay 3 Clay silty clay to clay 4 Silt mixtures clayey silt to silty clay Typically, silts and clays have high FR values and Sand mixtures silty sand to sandy silt generate large excess penetration porewater pressures; sands have lower FRs and do not 6 Sands clean sand to silty sand generate excess penetration porewater pressures. 4 7 Gravelly sand to dense sand Negative pore pressure measurements are indicative of fissured finegrained material. The adjacent graph 3 8 Very stiff sand to clayey sand (Robertson et al.) presents the soil behavior type correlation used for the logs. This normalized SBT 9 Very stiff fine grained chart, generally considered the most reliable, does 1 not use pore pressure to determine SBT due to its 2 atm = atmospheric pressure = 1 kpa = 1.0 tsf lack of repeatability in onshore CPTs NORMALIZED FRICTION RATIO, FR Kulhawy, F.H., Mayne, P.W., (1997). "Manual on Estimating Soil Properties for Foundation Design," Electric Power Research Institute, Palo Alto, CA. Mayne, P.W., (2013). "Geotechnical Site Exploration in the Year 2013," Georgia Institue of Technology, Atlanta, GA. Robertson, P.K., Cabal, K.L. (2012). "Guide to Cone Penetration Testing for Geotechnical Engineering," Signal Hill, CA. Schmertmann, J.H., (1970). "Static Cone to Compute Static Settlement over Sand," Journal of the Soil Mechanics and Foundations Division, 96(SM3), Exhibit C1 C2

69 DRILL RIG SPT HAMMER ENERGY CALIBRATION REPORT Drill Rig Model CME0X SN Terracon Drill Rig No. 97 Columbia, SC October, 201 Project No Prepared for: Terracon Consultants, Inc. Columbia, SC Prepared by: Terracon Consultants, Inc. North Charleston, SC

70 October, 201 Terracon Consultants Inc. 21 Clemson Road Columbia, SC Attn: Re: Mr. Phillip Morrison P: (803) M: (803) E: SPT Rig Calibration Report Columbia, SC Terracon Project Number: Mr. Morrison: The Charleston office of Terracon Consultants, Inc. (Terracon) has completed the SPT rig calibration for the above referenced rig. This report provides Energy Transfer Ratio (ETR) for the SPT hammer found on CME0X (Serial Number ). We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Yulian A. Kebede, Project Manager Geotechnical Services Bryan T. Shiver, P.E. Department Manager Geotechnical Services SC Registration No Terracon Consultants, Inc. 140 Fifth Street West North Charleston, South Carolina 2940 P [843] F [843 ] terracon.com