Geotechnical Engineering Report

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1 Geotechnical Engineering Report Turner Turnpike Widening Milepost 210 to 218 Drainage Structure Pipe Jacking Creek County, Oklahoma July 1, 2016 Terracon Project No Prepared for: Benham Tulsa, Oklahoma Prepared by: Terracon Consultants, Inc. Tulsa, Oklahoma

3 TABLE OF CONTENTS Page INTRODUCTION... 1 PROJECT INFORMATION Project Description Site Location and Description... 1 SUBSURFACE CONDITIONS Soil Conditions Groundwater... 2 PIPE JACKING CONSIDERATIONS Pipe Jacking at Station GENERAL COMMENTS... 3 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-5 Boring Logs Exhibit A-6 Subsurface Profile APPENDIX B SUPPORTING INFORMATION Exhibit B-1 Laboratory Testing Exhibits B-2 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 July 1, 2016 INTRODUCTION This geotechnical engineering report has been completed for the proposed pipe jacking location along the Turner Turnpike in Creek County, Oklahoma (Appendix A, Exhibit A-1). Two borings, designated PJ-1A and PJ-1B, were drilled for the project to depths of approximately 12.5 to 18.5 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 an existing reinforced concrete pipe. 2.2 Site Location and Description Location Item Description Crossing beneath I-44 (Turner Turnpike) in Creek County, Oklahoma at Station The pipe will have a flowline of from about feet to feet. Responsive Resourceful Reliable 1

5 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma July 1, 2016 Terracon Project No 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-5, Appendix A) represent the approximate boundary between soil types; in-situ, the transition between materials may be gradual and indistinct. Exhibit A-6 of Appendix A shows profiles of the pipe jacking location with boring logs superimposed over the cross section. Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Surface 6 inches Topsoil N/A Stratum 1 5 feet at boring PJ1-A Fill: Sandy shaley lean clay N/A Stratum 2 3 to 8.5 feet Shaley lean clay Medium stiff to stiff Stratum Groundwater Encountered to boring termination depths of about 12.5 to 18.5 feet Sandstone with shale seams Well cemented 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: Groundwater Levels (feet) Boring PJ-1A PJ-1B While Drilling After Drilling Depth Elevation Depth Elevation 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. Responsive Resourceful Reliable 2

6 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma July 1, 2016 Terracon Project No PIPE JACKING CONSIDERATIONS 4.1 Pipe Jacking at Station Based on the results of the borings, the pipe at Station will encounter medium stiff to very stiff native clay and well cemented, hard sandstone with shale seams. Special installation techniques such as pre-drilling will be required to penetrate the sandstone bedrock 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 or the equivalent. A review of aerial photography indicate areas of standing water near the outlet of the concrete pipe at the toe of the existing embankment. If soft, wet soils are present during construction, these soils may be unstable for the support of construction equipment, and it will be necessary to overexcavate and replace, with compact soil or crushed aggregate, 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. Responsive Resourceful Reliable 3

7 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma July 1, 2016 Terracon Project No This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 4

8 APPENDIX A FIELD EXPLORATION

APPROXIMATE SITE LOCATION 2016 GOOGLE N LEGEND BORING LOCATION 1500 0 500 1000 1500 APPROXIMATE SCALE IN FEET DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

9 APPROXIMATE SITE LOCATION 2016 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: VER JM VER MHH Project No. Scale: File No. Date: SEE BAR SCALE JUNE 2016 Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (918) FAX. (918) SITE LOCATION MAP GEOTECHNICAL EXPLORATION TURNER TURNPIKE WIDENING - PIPE JACKING MILE POST 210 TO 218 CREEK COUNTY, OKLAHOMA EXHIBIT NO. A-1

10 PJ1-B PJ1-A 2016 GOOGLE BORING STATION OFFSET** ELEV. (FT) PJ1-A ' RT PJ1-B ' LT **OFFSETS BASED ON INTERSTATE HWY 44 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES LEGEND BORING LOCATION APPROXIMATE SCALE IN FEET Project Mngr: Drawn By: Checked By: Approved By: VER JM VER MHH Project No. Scale: File No. Date: SEE BAR SCALE JUNE 2016 Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (918) FAX. (918) BORING LOCATION PLAN GEOTECHNICAL EXPLORATION TURNER TURNPIKE WIDENING - PIPE JACKING MILE POST 210 TO 218 CREEK COUNTY, OKLAHOMA EXHIBIT NO. A-2

11 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma July 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. The boring surface elevations were referenced to Benchmark #207 shown on the plans provided by Benham, which had a reported elevation of feet. 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 18-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

12 BORING LOG NO. PJ1-A PROJECT: Turner Turnpike Widening - Pipe Jacking CLIENT: Benham Page 1 of 1 SITE: GRAPHIC LOG Mile Post 210 to 218 Creek County, Oklahoma LOCATION See Exhibit A-2 Northing: 0 Easting: 1 Station: Offset: 110' RT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 6" Topsoil FILL - SANDY SHALEY LEAN CLAY, yellowish-brown (10YR 5/8) and gray (10YR 5/1) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 12 FIELD TEST RESULTS N=5 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 14 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= SHALEY LEAN CLAY, gray (10YR 5/1), stiff N= SANDSTONE+, with shale sames, brown (10YR 5/3) and gray (10YR 5/1), well cemented /1" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PIPE JACK.GPJ 18.6 Boring Terminated at 18.6 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 Not Encountered While Drilling 18 ft After Drilling See Exhibit A-3 for description of field procedures. See Appendix C 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 /6" 50/1" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 6/25/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 6/25/2016 Driller: JB Exhibit: A-1

13 BORING LOG NO. PJ1-B PROJECT: Turner Turnpike Widening - Pipe Jacking CLIENT: Benham Page 1 of 1 SITE: GRAPHIC LOG Mile Post 210 to 218 Creek County, Oklahoma LOCATION See Exhibit A-2 Northing: 0 Easting: 2 Station: Offset: 173' LT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 6" Topsoil SHALEY LEAN CLAY, with sand, brownish-yellow (10YR 6/6), medium stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 4 FIELD TEST RESULTS N=4 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 11 ATTERBERG LIMITS LL-PL-PI PERCENT FINES SANDSTONE+, with shale sames, brown (10YR 5/3) and gray (10YR 5/1), well cemented /2" /4" /2" THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PIPE JACK.GPJ 12.6 Boring Terminated at 12.6 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Backfilled with cuttings above 1 ; grouted 1 to 11 ; backfilled with cuttings from 11 to termination depth. WATER LEVEL OBSERVATIONS Not Encountered While Drilling 7 ft After Drilling See Exhibit A-3 for description of field procedures. See Appendix C 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 1 50/1" Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Notes: Boring Started: 6/25/2016 Drill Rig: ATV 840 Project No.: Boring Completed: 6/25/2016 Driller: JB Exhibit: A-2

14 BORING STATION OFFSET** ELEV. (FT) PJ1-A ' RT PJ1-B ' LT **OFFSETS BASED ON INTERSTATE HWY N Structure LINE C BASE DRAWING PROVIDED BY BENHAM DESIGN DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Project Mngr: Drawn By: Checked By: Approved By: VER JM VER MHH Project No. Scale: File No. Date: SEE BAR SCALE JUNE 2016 Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (918) FAX. (918) BORING LOCATION PLAN GEOTECHNICAL EXPLORATION TURNER TURNPIKE WIDENING - PIPE JACKING MILE POST 210 TO 218 CREEK COUNTY, OKLAHOMA EXHIBIT NO. A-6

15 APPENDIX B SUPPORTING INFORMATION

16 Geotechnical Engineering Report Turner Turnpike Widening Utility Pipe Jacking Creek County, Oklahoma July 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 D4318) 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

17 APPENDIX C SUPPORTING DOCUMENTS

18 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

19 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

20 Exhibit C-3

Geotechnical Engineering Report

Geotechnical Engineering Report Turner Turnpike Widening Milepost 203 to 210 Drainage Structure Pipe Jacking Creek County, Oklahoma June 1, 2016 Terracon Project No. 04155197 Prepared for: Garver, LLC