Geotechnical Engineering Report

Transcription

1 Geotechnical Engineering Report Turner Turnpike Widening Milepost 203 to 210 Drainage Structure Pipe Jacking Creek County, Oklahoma June 1, 2016 Terracon Project No Prepared for: Garver, LLC Tulsa, Oklahoma Prepared by: Terracon Consultants, Inc. Tulsa, Oklahoma

2

3 TABLE OF CONTENTS Page INTRODUCTION... 1 PROJECT INFORMATION Project Description Site Location and Description... 2 SUBSURFACE CONDITIONS Soil Conditions Groundwater... 3 PIPE JACKING CONSIDERATIONS Pipe Jacking at Station Pipe Jacking at Station GENERAL COMMENTS... 4 APPENDIX A FIELD EXPLORATION Exhibit A-1 Site Location Map Exhibit A-2 Boring Location Plans Exhibit A-3 Field Exploration Description Exhibits A-4 to A-7 Boring Logs Exhibit A-8 Subsurface Profiles APPENDIX B SUPPORTING INFORMATION Exhibit B-1 Laboratory Testing Exhibits B-2 to B-3 Grain Size Distribution APPENDIX C SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 AASHTO Soil Classification System Responsive Resourceful Reliable

4 GEOTECHNICAL ENGINEERING REPORT TURNER TURNPIKE WIDENING PIPE JACKING CREEK COUNTY, OKLAHOMA Terracon Project No June 1, 2016 INTRODUCTION This geotechnical engineering report has been completed for the proposed pipe jacking locations along the Turner Turnpike in Creek County, Oklahoma (Appendix A, Exhibit A-1). Four borings, designated PJ-1A, PJ-1B, PJ-2A, and PJ-2B were drilled in April, 2016 for the project to depths of approximately 15 to 20 feet below the existing ground surface. The boring logs and a boring location plan showing the approximate boring locations are provided in Appendix A of this report. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil and rock conditions pipe jacking groundwater conditions PROJECT INFORMATION 2.1 Project Description Boring Layout Item Proposed Construction Description See Appendix A, Figure A-2 Boring Location Diagram. Pipe jacking will be performed to replace or supplement existing reinforced concrete boxes. Responsive Resourceful Reliable 1

5 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma June 1, 2016 Terracon Project No Site Location and Description Location Item Description Crossing beneath I-44 (Turner Turnpike) in Creek County, Oklahoma at Stations and Pipe Jack 1 (Station ) will have a flowline of from about 727 feet to 724 feet. Pipe Jack 2 (Station ) will have a flowline from about 794 feet to 792 feet. SUBSURFACE CONDITIONS 3.1 Soil 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 (Exhibits A-4 to A-7, Appendix A) represent the approximate boundary between soil types; in-situ, the transition between materials may be gradual and indistinct. Exhibit A-8 of Appendix A shows profiles of the two pipe jacking locations with boring logs superimposed over the cross section. Description Pipe Jack Location No. 1 (Station Borings PJ-1A and PJ-1B) Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Surface 1 5 inches Topsoil N/A Stratum 1 Stratum 2 2 to 5 feet Encountered to boring termination depths of about 20 feet Fill: Lean clay with varying amounts of shale and sandstone fragments Lean clay, silty sand, sandy lean clay N/A Clay: Soft to stiff Sand: Very loose to loose Description Pipe Jack Location No. 2 (Station Borings PJ-2A and PJ-2B) Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Surface 1 5 inches Topsoil N/A Stratum 1 Encountered to boring termination depths of about 15 feet Highly weathered shale with some hard sandstone seams Medium stiff to hard Responsive Resourceful Reliable 2

6 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma June 1, 2016 Terracon Project No Groundwater The boreholes were observed while drilling and after boring completion for the presence and level of groundwater. We observed groundwater at the following depths and times: Boring While Drilling Groundwater Levels (feet) After Drilling Depth Elevation Depth Elevation PJ-1A PJ-1B PJ-2A PJ-2B Not encountered Not encountered Not encountered Not encountered Not encountered Not encountered Not encountered Not encountered 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 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. PIPE JACKING CONSIDERATIONS 4.1 Pipe Jacking at Station Based on the results of the borings, the pipe for Pipe Jack Location 1 at Station will encounter lean clay and silty sand. We understand that headwalls may be constructed after pipe jacking activities are completed. Construction activities for performing pipe jacking may disturb the soils in this area. Thus, we recommend proofrolling be performed within the areas of proposed headwall construction with a loaded tandem axle dump truck weighing at least 25 tons. As exhibited in the borings, we expect that soft, wet soils may be present near the toe of the existing embankment, and these soils will be unstable for the support of construction equipment. It will be necessary to overexcavate and replace or stabilize the full-depth of the unstable soils to develop support for equipment and allow headwall construction to proceed. Responsive Resourceful Reliable 3

7 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma June 1, 2016 Terracon Project No Pipe Jacking at Station Based on the results of the borings, the pipe for Pipe Jack Location 2 at Station will encounter very stiff to hard weathered shale with hard sandstone seams. Special installation techniques such as pre-drilling will be required due to the presence of hard sandstone layers within the zone of the proposed pipe. We understand that headwalls may be constructed after pipe jacking activities are completed. Construction activities for performing pipe jacking may disturb the soils in this area. Thus, we recommend proofrolling be performed within the areas of proposed headwall construction with a loaded tandem axle dump truck weighing at least 25 tons. The borings indicate that soils along the proposed pipe are weathered shale. However, if soft, wet soils are present near the toe of the existing embankment, these soils will be unstable for the support of construction equipment, and it will be necessary to overexcavate and replace or stabilize the full-depth of the unstable soils to develop support for equipment and allow headwall construction to proceed. 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 Responsive Resourceful Reliable 4

8 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma June 1, 2016 Terracon Project No 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 5

9 APPENDIX A FIELD EXPLORATION

10 PIPE JACK 2 PIPE JACK GOOGLE N LEGEND BORING LOCATION APPROXIMATE SCALE IN FEET DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Project Mngr: Drawn By: Checked By: Approved By: NKT JM NKT MHH Project No. Scale: File No. Date: B SEE BAR SCALE APRIL 2016 Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (9) FAX. (9) SITE LOCATION MAP GEOTECHNICAL EXPLORATION TURNER TURNPIKE WIDENING - PIPE JACKING MILE POST 203 TO 210 CREEK COUNTY, OKLAHOMA EXHIBIT NO. A-1

11 2016 GOOGLE BORING STATION OFFSET** ELEV. (FT) PJ-1A ' RT PJ-1B ' LT **OFFSETS BASED ON I-44 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES NKT JM NKT MHH B SEE BAR SCALE APRIL 2016 LEGEND BORING LOCATION PJ-1B PJ-1A APPROXIMATE SCALE IN FEET BORING LOCATION PLAN GEOTECHNICAL EXPLORATION TURNER TURNPIKE WIDENING - PIPE JACKING MILE POST 203 TO 210 CREEK COUNTY, OKLAHOMA PAGE 1 OF 2 A-2

12 2016 GOOGLE BORING STATION OFFSET** ELEV. (FT) PJ-2A ' RT PJ-2B ' LT **OFFSETS BASED ON I-44 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES NKT JM NKT MHH B SEE BAR SCALE APRIL 2016 PJ-2B PJ-2A LEGEND BORING LOCATION APPROXIMATE SCALE IN FEET BORING LOCATION PLAN GEOTECHNICAL EXPLORATION TURNER TURNPIKE WIDENING - PIPE JACKING MILE POST 203 TO 210 CREEK COUNTY, OKLAHOMA PAGE 1 OF 2 A-2

13 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma June 1, 2016 Terracon Project No Field Exploration Description The borings were performed at the approximate locations shown on the Boring Location Plan, Exhibit A-2, in this Appendix. Terracon s drill crew laid out the borings with a hand-held GPS unit. Surface elevations and Oklahoma North Modified State Plane Coordinates (NAVD 88) 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 power auger drilling techniques. 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. An automatic drive hammer was used to advance the split-barrel sampler. A greater efficiency is achieved with the automatic drive hammer compared to the conventional safety drive hammer operated with a cathead and rope. A field log of each boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller s interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples. Based on the material s texture, the soil samples were described according to the attached General Notes and classified in accordance with the Unified Soil Classification System. A brief description of the Unified System is included in Appendix C. 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

14 BORING LOG NO. PJ-1A PROJECT: Turner Turnpike - Utility Pipe Jacking CLIENT: Garver Page 1 of 1 SITE: GRAPHIC LOG Creek County, Oklahoma LOCATION See Exhibit A-2 Station: Offset: 86' RT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 5" Topsoil FILL - LEAN CLAY, with shale and sandstone fragments, brown (10YR4/3) LEAN CLAY (CL), dark brown (10 YR 3/3), medium stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 5 FIELD TEST RESULTS N= N=7 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 11 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= SILTY SAND (SM), brown (10YR4/3), very loose to loose N=7 15 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PIPE JACKING.GPJ.5 LEAN CLAY (CL), brown (7.5YR4/4), medium stiff 20.0 Boring Terminated at 20 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS ft While Sampling 17 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 E 47th Pl Ste D Tulsa, OK N= N= NP Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 4/14/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 4/14/2016 Driller: JB Exhibit: A-4 29

15 BORING LOG NO. PJ-1B PROJECT: Turner Turnpike - Utility Pipe Jacking CLIENT: Garver Page 1 of 1 SITE: GRAPHIC LOG Creek County, Oklahoma LOCATION See Exhibit A-2 Station: Offset: 80' LT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 5" Topsoil FILL - LEAN CLAY, very dark brown (10YR 2/2) and dark grayish-brown (10 YR 4/2) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 16 FIELD TEST RESULTS N=8 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 17 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N=6 5.0 LEAN CLAY (CL), brown (7.5YR4/3), medium stiff to stiff N= N=9 16 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PIPE JACKING.GPJ 13.5 SANDY LEAN CLAY (CL), yellowish-red (5YR 4/6), soft to medium stiff 20.0 Boring Terminated at 20 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Backfilled with cuttings above 4 ; grouted 4 to 14 ; backfilled with cuttings from 14 to termination depth. WATER LEVEL OBSERVATIONS 17 ft While Drilling 16 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 E 47th Pl Ste D Tulsa, OK N= N= Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 4/14/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 4/14/2016 Driller: JB Exhibit: A-5 62

16 BORING LOG NO. PJ-2A PROJECT: Turner Turnpike - Utility Pipe Jacking CLIENT: Garver Page 1 of 1 SITE: GRAPHIC LOG Creek County, Oklahoma LOCATION See Exhibit A-2 Station: Offset: 72' RT DEPTH 5" Topsoil HIGHLY WEATHERED SHALE+, with sand, yellowish-brown (10YR 5/6), very stiff to hard Surface Elev.: (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=30 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 17 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= HIGHLY WEATHERED SHALE+, light olive brown (2.5Y 5/4), very stiff to hard N= N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PIPE JACKING.GPJ - reddish-brown (5YR 4/3) below 13.5 feet 15.0 Boring Terminated at 15 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS Not Encountered While Drilling Not Encountered 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 E 47th Pl Ste D Tulsa, OK N=41 Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 4/14/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 4/14/2016 Driller: JB Exhibit: A-6

17 BORING LOG NO. PJ-2B PROJECT: Turner Turnpike - Utility Pipe Jacking CLIENT: Garver Page 1 of 1 SITE: GRAPHIC LOG Creek County, Oklahoma LOCATION See Exhibit A-2 Station: Offset: 74' LT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 5" Topsoil HIGHLY WEATHERED SHALE+, with hard sandstone seams, yellowish-brown (10YR 5/6) and light olive brown (2.5Y 5/4), medium stiff to stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 13 2 FIELD TEST RESULTS N=6 50/3" UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI PERCENT FINES /1" HIGHLY WEATHERED SHALE+, reddish-brown (5YR 4/3), very stiff to hard N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PIPE JACKING.GPJ 15.0 Boring Terminated at 15 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS Not Encountered While Drilling Not Encountered 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 E 47th Pl Ste D Tulsa, OK N=43 Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 4/14/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 4/14/2016 Driller: JB Exhibit: A-7

18 5" Topsoil FILL - LEAN CLAY, very dark brown (10YR 2/2) and dark grayish-brown (10 YR 4/2) LEAN CLAY (CL), brown (7.5YR4/3), medium stiff to stiff SANDY LEAN CLAY (CL), yellowish-red (5YR 4/6), soft to medium stiff Boring No. PJ-1B Surface Elev. (Ft.): Surface Elev. (Ft.): " Topsoil FILL - LEAN CLAY, with shale and sandstone fragments, brown (10YR4/3) LEAN CLAY (CL), dark brown (10 YR 3/3), medium stiff SILTY SAND (SM), brown (10YR4/3), very loose to loose LEAN CLAY (CL), brown (7.5YR4/4), medium stiff Boring No. PJ-1A Borings PJ-1A and PJ-1B were drilled about 30 feet up-station of the proposed pipe jacking location. See table below. 5" Topsoil HIGHLY WEATHERED SHALE+, with hard sandstone seams, yellowish-brown (10YR 5/6) and light olive brown (2.5Y 5/4), medium stiff to stiff HIGHLY WEATHERED SHALE+, reddish-brown (5YR 4/3), very stiff to hard Boring No. PJ-2B Surface Elev. (Ft.): " Topsoil HIGHLY WEATHERED SHALE+, with sand, yellowish-brown (10YR 5/6), very stiff to hard HIGHLY WEATHERED SHALE+, light olive brown (2.5Y 5/4), very stiff to hard - reddish-brown (5YR 4/3) below 13.5 feet Boring No. PJ-2A Surface Elev. (Ft.): DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES BORING STATION OFFSET** ELEV. (FT) PJ-1A ' RT PJ-1B ' LT PJ-2A ' RT PJ-2B ' LT **OFFSETS BASED ON I-44 Project Mngr: Drawn By: Checked By: Approved By: MHH JM MHH MHH Project No. Scale: File No. Date: SEE BAR SCALE MAY 2016 Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (9) FAX. (9) SUBSURFACE PROFILES GEOTECHNICAL EXPLORATION TURNER TURNPIKE WIDENING - PIPE JACKING MILE POST 203 TO 210 CREEK COUNTY, OKLAHOMA EXHIBIT NO. A-8

19 APPENDIX B SUPPORTING INFORMATION

20 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma 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) described in Appendix C. 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 (ASTM D43) Sieve analysis (ASTM D422) 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

21 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 PIPE JACKING.GPJ TERRACON2012.GDT 4/27/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL PJ-1A PJ-1A PJ-1B PJ-1B 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay PJ-1A PJ-1A PJ-1B PJ-1B COBBLES coarse GRAVEL fine LEAN CLAY (CL) SILTY SAND (SM) PROJECT: Turner Turnpike - Utility Pipe Jacking SITE: Creek County, Oklahoma LEAN CLAY with SAND (CL) SANDY LEAN CLAY (CL) coarse GRAIN SIZE IN MILLIMETERS medium SAND A-6(20) A-2-4(0) A-6(11) A-6(5) E 47th Pl Ste D Tulsa, OK fine NP SILT OR CLAY PL 15 NP PI 23 NP PROJECT NUMBER: CLIENT: Garver EXHIBIT: B-2 Cc Cu

22 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 PIPE JACKING.GPJ TERRACON2012.GDT 4/27/16 PERCENT FINER BY WEIGHT Boring ID Depth USCS Classification AASHTO Classification LL PJ-2A PJ-2A PJ-2B PJ-2B 1 Boring ID Depth D 100 D 60 D 30 D 10 %Gravel %Sand %Silt %Clay PJ-2A PJ-2A PJ-2B PJ-2B COBBLES coarse GRAVEL PROJECT: Turner Turnpike - Utility Pipe Jacking SITE: Creek County, Oklahoma fine coarse HIGHLY WEATHERED SHALE with sand HIGHLY WEATHERED SHALE HIGHLY WEATHERED SHALE HIGHLY WEATHERE SHALE GRAIN SIZE IN MILLIMETERS medium A-6(6) SAND A-7-6(34) A-6(12) A-7-6(26) 9522 E 47th Pl Ste D Tulsa, OK fine SILT OR CLAY PL PI PROJECT NUMBER: CLIENT: Garver EXHIBIT: B-3 Cc Cu

23 APPENDIX C SUPPORTING DOCUMENTS

24 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

25 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

26 Exhibit C-3