GEOTECHNICAL ENGINEERING SERVICES REPORT. STATE HIGHWAY 48 BRIDGE 'A' OVER INTERSTATE 40 OKFUSKEE COUNTY, OKLAHOMA STATE JOB PIECE No.

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1 GEOTECHNICAL ENGINEERING SERVICES REPORT STATE HIGHWAY 48 BRIDGE 'A' OVER INTERSTATE 4 OKFUSKEE COUNTY, OKLAHOMA STATE JOB PIECE No. 2755(4) Prepared For: Oklahoma Department of Transportation Prepared By: EST, Inc. Approved by: Alseny Diop, P.E. Sr. Geotechnical Engineer EST PROJECT NUMBER April 2, 215

2 GEOTECHNICAL ENGINEERING SERVICES REPORT STATE HIGHWAY 48 BRIDGE 'A' OVER INTERSTATE 4 OKFUSKEE COUNTY, OKLAHOMA STATE JOB PIECE No. 2755(4) EST, Inc th Avenue NW, Suite 244, Norman, OK 7369 (45) Certificate of Authority Number 3639, Renewal Date 6/3/216 EST PROJECT NUMBER April 2, 215 Alseny Diop, P.E. Sr. Geotechnical Engineer Eric Agossou, E.I. Project Manager

3 Comprehensive Engineering Services th Avenue NW, Suite 224 Norman, Oklahoma 7369 P (45) F (45) TABLE OF CONTENTS 1. Executive Summary Project Description Subsurface Exploration Subsurface Conditions Site Geology Soil Conditions Seismic Classification/ Spectral Accelerations Groundwater Laboratory Evaluation Evaluation and Recommendations Driven Pile Foundations Drilled Shafts General Appendix A Boring Location Plan Appendix B Foundation Boring Logs Appendix C Boring Logs Appendix D General Notes, Boring Log Acronym Library, General Notes for Rock Classification Colorado Oklahoma Texas

4 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, Executive Summary The geotechnical engineering services are complete for the proposed Bridge A along State Highway 48 over Interstate 4 in Okfuskee County, Oklahoma. This report describes the subsurface conditions encountered in the borings, furnishes the laboratory data acquired, and provides geotechnical recommendations for the design and construction of the proposed bridge. Exploration of the subsurface materials at the project site consisted of six (6) structural borings drilled to depths ranging from 16 to 129 feet below the existing ground surface elevation. Samples obtained from the borings were brought to our laboratory for further evaluation and testing. Groundwater was encountered in the borings at depths ranging from 34 to 65 feet below existing grades. The final boring logs and a diagram showing the approximate locations of the borings are included in this report. The Engineer s evaluation and laboratory test results indicate the subsurface materials generally consist of cohesive and cohesionless overburden soils over shale, sandstone or an interbedding of these rock formations. 2. Project Description We understand that the proposed project consists of constructing a new, approximately 268 feet- 1 inches long, four-span, bridge. The proposed project is located along State Highway 48 over Interstate 4 in Okfuskee County, Oklahoma. The General Plan and Elevation sheet provided indicates that the abutments and wing walls will be supported on HP 1 X 42 driven piles, and the approach embankments to the bridge would require less than 5 feet of fill to meet the proposed finish grade elevation. At the time of our fieldwork, the existing highways and bridge were operational. 2. Subsurface Exploration The subsurface exploration was performed between December 29, 214 and January 26, 215. The exploration consisted of six (6) structural borings drilled to depths of approximately 16 to 129 feet below existing grades. The borings were located in the field by EST personnel using the preliminary plans provided. The approximate locations of the borings have been identified and are shown on the boring location plan included in Appendix A of this report. The surface elevations near the boring locations were determined by EST Survey Personnel. The borings were advanced with a CME-55 rotary drill rig using hollow stem augers in the overburden soil and a rock bit in the bedrock. Representative soil samples were obtained using the standard penetration test (SPT) sampling procedures in general accordance with ASTM Specification D In boring B-3A, the sedimentary rock cores were obtained using the EST, Inc. 1

5 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 wire-line coring techniques in general accordance with ASTM Specification D-2113 and AASHTO Specification T-255. The SPT process requires a split-barrel (two-piece) sampling tube be used to obtain soil samples. A 2-inch outside diameter sampling tube is hammered into the bottom of the boring with a 14- pound weight falling 3 inches. The number of blows required to advance the tube the last 12 inches of an -inch sampling interval or portion thereof, is recorded as the standard penetration resistance value, N. The in-situ relative density of granular soils, the consistency of cohesive soils, and the hardness of weathered bedrock can be estimated from the N value. The uncorrected N values recorded for each test are shown on the attached boring logs at their relative sampling depths. In addition, the hardness of portions of the bedrock was evaluated using the Texas Highway Department cone penetration () test. The is a standard test developed by the Texas Highway Department to evaluate the strength and hardness of subsurface bearing materials for bridge foundations. The process requires use of a solid steel 3-inch diameter cone of standard dimensions attached to the drill rod. The cone is hammered at the bottom of the boring with a 14-pound weight falling 3-inches. After the cone is seated with 1 blows, the penetrations for two 5-blow intervals are recorded. If the number of blows to advance the cone six inches is less than 5, then the number of blows for the 6-inch interval is recorded. If the amount of penetration is less than 6 inches for 5 blows, the amount of penetration is recorded for the 5 blows. The number of blows with penetrations recorded for each test is shown on the attached boring logs at their relative test depths. A CME automatic drive hammer was used to advance the split-barrel sampler and. A greater mechanical efficiency is achieved with the automatic drive hammer when compared to a conventional safety drive hammer operated with a cathead and rope. The effect of this higher efficiency on the N values has been considered in our interpretation and analysis of the subsurface information provided with this report. As part of the drilling operations, the engineer prepared field boring logs. The engineer examined the samples retrieved during drilling operations and recorded a material description on the field boring logs. The split-barrel samples were packaged in plastic bags to reduce moisture loss, tagged for identification and transported to our laboratory for further evaluation. The field boring logs also include visual classifications of the auger sample materials encountered during drilling and the engineer s interpretation of the subsurface conditions between split-barrel samples. This report contains the final boring logs that represent modifications based on laboratory test results of the soil samples. EST, Inc. 2

6 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, Subsurface Conditions 4.1 Site Geology The subject bridge is situated in a geologic area best described as being part of the Coffeyville Unit (Pcf), the Seminole Unit (Psl) or a combination of the two with Terrace Deposits. Based on the subsurface materials encountered during our explorations, we anticipate the most likely unit to be encountered may be the Coffeyville. However, according to published materials (Engineering Classification of Geologic Materials, Division Three, 1969, Oklahoma Highway Department), descriptions of both units are summarized below: The Coffeyville Unit consists of two sandstone members, two or more shale members, and a basal limestone member (DeNay) which is present in southern Seminole County. The sandstone members are soft to moderately hard, range from 5 to 4 feet thick, are thin-bedded to massive, and are generally buff to brown but may locally contain red and yellow colors. The shales are soft, yellowish brown to dark gray and occur in sequences up to 2 feet thick. The total thickness of the Coffeyville Unit is irregular and varies from 15 to 26 feet. Topographically, the sandstone members generally cap prominent eastward facing scarps with long westward dip slopes. The shales generally underlie valleys and steep slopes of scarps that are capped by the sandstone members. The Seminole Unit (Psl) consists of conglomerate, sandstone and shale. The conglomerates and sandstones are most prominent in southeastern Seminole County where they comprise most of the unit. The division of the sandstones northward results in at least three moderately soft sandstone members and three shale members in Okfuskee County. Here, the basal sandstone is conglomeratic and varies from 4 to 17 feet in thickness. The shale sequences thicken up to 14 feet. The total thickness of this unit thins to about 27 feet in Okfuskee County. Topographically, the sandstones and conglomerates cap prominent tree covered scarps. The shales generally underlie the valleys and the ridges which are capped by sandstones. Terrace deposits consist of sand, silt, clay, gravel, and/or combinations of these. Terrace materials occur adjacent to or near streams at higher elevations than the flood plain (bottom land). The engineering properties of the unconsolidated materials are normally the same as the C horizon of the overlying soil. EST, Inc. 3

7 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, Soil Conditions The near surface cohesive soils were found to be very soft to very hard in consistency. Cohesionless soils were generally very loose to very dense in relative density. The sedimentary bedrock encountered exhibited SPT refusal (i.e. 5 blows for 6 inches or less of penetration) at depths indicated in the boring logs and as shown in Table I below: Boring No. B-1 B-2 B-3 B-3A B-4 B-5 TABLE I Station and Offset , Left of CL Survey , Right of CL Survey , 21.5 Left of CL Survey , 21.5 Left of CL Survey , Right of CL Survey , 23.5 Left of CL Survey Surface Elevation (feet) Top of Rock Top of Rock Elevation Depth (feet) (feet) Seismic Classification/ Spectral Accelerations Based on the subsurface materials encountered during our investigation and Table entitled Site Class Definitions in the 29 International Building Code, the seismic site class is D. This site class should be used when designing the foundation systems for this bridge. The following geotechnical parameters estimated based on the 29 AASHTO Guide Specifications for LRFD Seismic Bridge Design can be used; however, we recommend the latest edition of the AASHTO Guide Specifications for LRFD Seismic Bridge Design be reviewed prior to using these parameters. EST, Inc. 4

8 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 TABLE II Seismic Site Class ( Table of the 29 IBC) D Estimated Site Coordinates Latitude o N Longitude o W PGA peak seismic ground acceleration coefficient on rock.57g A S peak seismic ground acceleration coefficient modified by short-period site factor.91g S S horizontal response spectral acceleration coefficient at.2-s period on rock.122g S DS horizontal response spectral acceleration coefficient at.2-s period modified by short-period site factor.196g S 1 horizontal response spectral acceleration coefficient at 1.-s period on rock.41g S D1 horizontal response spectral acceleration coefficient at 1.-s period modified by long-period site factor.99g The following adjustment factors were used for a seismic site class D : TABLE III Seismic Site Class D Adjustment Factors PGA.1 F PGA 1.6 F a 1.6 F v 2.4 Seismic Design Category A 4.4 Groundwater Groundwater was encountered in the borings at depths ranging from 34 to 65 feet below existing grades. Once bedrock was encountered, a rock bit with water to wash and stabilize the borings was used to advance the borings to the required rock testing depths. As a result, water level observations are based on observation of the augered materials while drilling and the field Engineer s judgment of the samples retrieved during drilling operations. EST, Inc. 5

9 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Groundwater level fluctuations and perched water conditions may occur due to seasonal variations in the amount of rainfall and other factors such as drainage characteristics. The possibility of groundwater level fluctuations should be considered during the preparation of construction plans. After completion, the borings were abandoned in accordance with the Oklahoma Water Resources Board (OW) requirements. 5. Laboratory Evaluation All samples obtained from the project site were transferred to our laboratory for processing and testing. Laboratory tests were performed on the soil samples in agreement with the applicable ASTM test procedures. Laboratory testing included estimation of the natural moisture content (ASTM D2266), Atterberg limits (ASTM D43) and sieve analysis (ASTM D2487). The test results can be found in the appropriate column of the boring logs included in appendix C of this report. 6. Evaluation and Recommendations Steel H-piles can be used to support the abutments of the proposed four-span bridge. Drilled, cast-in-place concrete piers can be used for the interior spans. More detailed recommendations concerning end bearing and frictional resistance values are provided in the following sections. 6.1 Driven Pile Foundations The proposed bridge abutments can be supported using steel H-piles. Driven piles will develop their capacity from a combination of end bearing and frictional resistance in the bedrock. Because of the relatively high driving forces required to penetrate the bedrock, we recommend using low displacement piles such as H-piles. Piles should be spaced at minimum center-tocenter distances equal to 2.5 times the maximum pile width or 3 inches, whichever is greater. The estimated combined capacities at different elevations for the HP 1X42 driven piles are shown in Tables IVA & IVB. It is important to note that variations in the overburden soils and in the depth and quality of the bedrock will occur with distance away from the soil borings. Therefore, we recommend the piles be driven until twice the design requirement is obtained in accordance with the appropriate procedure. An appropriate pile driving formula, wave equation analysis, static load test, or dynamic load test should be used during pile driving to determine that satisfactory resistance is obtained. Driven piles constructed as recommended are expected to have negligible long-term settlements. EST, Inc. 6

10 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Depth (feet) TABLE IVA Boring No.1 State Highway 48 Bridge A Over Interstate 4 Estimated Soil Allowable Load Capacity Variation with Depth for Steel H Piles 1X42 End Bearing Q pall (tons) Skin Friction T all (tons) Q pall +T all FS of 3 (tons) Elevation (feet) * *The top 5 feet should be neglected EST, Inc. 7

11 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Depth (feet) TABLE IVB Boring No.5 State Highway 48 Bridge A Over Interstate 4 Estimated Soil Allowable Load Capacity Variation with Depth for Steel H Piles 1X42 End Bearing Q pall (tons) Skin Friction T all (tons) Q pall +T all FS of 3 (tons) Elevation (feet) * *The top 5 feet should be neglected 6.2 Drilled Shafts The proposed 48-inch and 6-inch diameter piers can be used to support the interior spans of the bridge. Tables VA, VB and VC provide the allowable end bearing pressure and allowable side friction for the drilled piers near the boring locations. Excavation of the overburden soils can be accomplished using an earth auger. However, rock teeth will be required to penetrate the bedrock. EST, Inc. 8

12 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Based on the soil conditions observed in the test borings, we anticipate that casing will be required to prevent caving of the soils encountered at the site. The drilled piers, and all materials and construction procedures shall be in accordance with the Oklahoma Department of Transportation (ODOT), 29 Standard Specification for Highway Construction and the latest special provisions adopted by ODOT to supplement the Standard Specifications. To facilitate pier construction, concrete should be on-site and ready for placement as pier excavations are completed. Drilled shaft excavations should not be allowed to remain open for more than 4 hours. Drilled shafts constructed as recommended are expected to have less than ½- inch long-term settlement. TABLE VA Boring No.2 Depth (feet) State Highway 48 Bridge A Over Interstate 4 Estimated Soil Allowable Load Capacity Variation with Depth for 48 and 6 Drilled Piers R R = qp R p + qs R s Elevation (feet) 48 Inch Piers 6 Inch Piers R p (tons) R s (tons) R R (tons) R p (tons) R s (tons) R R (tons) * *The top 5 feet should be neglected EST, Inc. 9

13 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Depth (feet) TABLE VB Boring No.3 State Highway 48 Bridge A Over Interstate 4 Estimated Soil Allowable Load Capacity Variation with Depth for 48 and 6 Drilled Piers R R = qp R p + qs R s Elevation (feet) 48 Inch Piers 6 Inch Piers R p (tons) R s (tons) R R (tons) R p (tons) R s (tons) R R (tons) * *The top 5 feet should be neglected EST, Inc. 1

14 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Depth (feet) TABLE VC Boring No.4 State Highway 48 Bridge A Over Interstate 4 Estimated Soil Allowable Load Capacity Variation with Depth for 48 and 6 Drilled Piers R R = qp R p + qs R s Elevation (feet) 48 Inch Piers 6 Inch Piers R p (tons) R s (tons) R R (tons) R p (tons) R s (tons) R R (tons) * EST, Inc. 11

15 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, General This report was prepared for the Oklahoma Department of Transportation in reference to the four-span bridge over Interstate 4 (Bridge A ), along State Highway 48 in Okfuskee County, Oklahoma. This report provides geotechnical evaluation based on the subsurface conditions encountered in the borings. The scope of services contained in this report does not include any environmental assessment or identification of contaminated or hazardous materials. Any statements in this report or in the boring logs concerning suspicious odors, colors, irregular textures or abnormal conditions are for informational purpose only and have not been verified by the engineer or testing. Subsurface conditions may vary between borings. Therefore, we recommend EST be retained to provide construction testing and inspection. If variations appear during construction, it may be necessary to revise the recommendations contained in this report. However, EST warrants that the findings contained herein have been made with generally accepted professional geotechnical practices in the local area. No other warranties are implied or expressed. EST, Inc. 12

16 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Appendix A Boring Location Plan EST, Inc.

17 ,... N I") Borln B-G1 STA , 21.82' Left of CL.Survey Borln B-G3 STA , 21.5' Left of CL Survey Borln B-G3A STA , 21.5' Left of CL.Survey Borln B-G5 STA , 23.5' Left of CL.Survey \ -..., ----::::.._ 1;( I.;~ //; 1 ;11! "" ~ : _.//I( 1'11 ' ' ' : 3 " S..._..._....--;:J/./l) / r/l1j l/ B-G2.J& " /~; ' :: - ~ ::/:!.J/ 1 ;, /l j l 93. -~ ~;.?~-:;!/; 1/1 il,i 93~ ~/ /_,- t j//1 OJ //_,.-;:;.;:.2 ' JI ~ :::./_,- / / / _...,..-./ I ,,/;:.;:.;:-;.--;. ~ \, / / /::::: ' -- -~/ / //// / --~ - 93ci ---9 Jr o-,~' / ~;!Pef..~o,'C..~ ce;:.1 // //?J?..or1~~~~o-,i"'>~il /// - r. \ ~)' --. ~ Borin B-2 STA , 37.29' Right of CL. Survey I I I OJ "' ;, ~ I I ~ I I \ I I ~ I I I I & fj ~ I ~ Borin B-G4 STA , 21.95' Right of CL Survey ~ w 1-- <( 1-- (/) et: w 1-- z - et: w > <( ~ w C> ēt: CD co ~ I :::c (/) <( :."!!: r--.. :::c ~ <( _J ~~ :g ::E ~ " >- a:: N 1-- (.!) z z!! ::::> z (.) j:: CD w (.) ~..., ~ g w (/) (.!) 1-- ::::> L... z <( ii: 1-- ~ (/) Ill DATE 4/2/215 SCALE NOT TO SCALE PROJECT NUMBER 64246

18 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Appendix B Foundation Boring Logs EST, Inc.

19 BORING NO. B-1 STATION 511'55.75, 21.82' LEFT OF CL. Sl.11VEY <DRILLED DECEt.llER 29 AND DECEt.llER 3, 214> SURF ACE ELEVA HON APPROXIMATELY 11" OF ASPHALT PAVEfv'ENT LOOSE TO MEDIUM DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT M:DIL.M DENSE, LIGHT BROWN, SIL TY SAND LOOSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT DENSE, LIGHT BROWN, SIL TY SAND M:DIL.M DENSE, RED-BROWN, SIL TY SAND M:DIL.M DENSE, RED-BROWN, POORLY GRADED SAMJ WITH Sil T DENSE, RED-BROWN, SIL TY SAM> LOOSE, RED-BROWN, SIL TY SAND DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT VERY DENSE, LIGHT BROWN, POORLY GRADED SAMJ WITH SILT DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT STIFF TO VERY STIFF, Plff'LE-GRAY, Sil T WITH SAMJ VERY SOFT, BROWN, SANDY SILT M::DILM DENSE, DARK BROWN, SIL TY SAND WITH TRACES OF RIVER GRAVEL SOFT TO MODERATELY HARD, OLIVE-GREEN, WEATHERED SHALE MODERATELY HARD TO HARD, GRAY, WEATHERED SHALE !' :<!. ~~~:~ 'SJ. ~~~:~ B46.19 B37.69 BOTTOM OF BORING - B ; N = S: MC= 6.1% ; Pl = NP; #2 = BA%; RECOVERY = 12"' ss-2; N = 14: MC= 7.1'1 ; Pl = NP; #2 = B.'1; RECOVERY = "' ; N = 17". MC = 6.8% ; Pl = NP; #2 = 13.7%; RECOVERY = 14" ; N = S: MC = 4.8% ; Pl = NP; #2 = 5.3%; RECOVERY = 16'' ; N = 32: MC = 11.8% ; Pl = NP; #2 = 9.2%; RECOVERY = 1 a ; N = 25: MC = 1'1 LL= NP; Pl= NP; #2 = 17.1%; RECOVERY= " ;N = 25: MC= 11% ; Pl = NP; #2 = 232%; RECOVERY = " ; N = 22: MC = 14.8% ; Pl = NP; #2 = 22.7'%; RECOVERY = " B ; N = 21: MC = 5.5'1 ; Pl = NP; #2 = 5.3%; RECOVERY = 1 B"' B ; N = 25: MC = 15.B% ; Pl = NP; #2 = 13.3%; RECOVERY = " BB ; N = B: MC= 16.7% ; Pl = NP; #2 = 33.9%; RECOVERY = " BB ; N = 27". MC =.3% ; Pl = NP; #2 = 9.5%; RECOVERY = 1 B"' B ; N = 34: MC= 17.2% ; Pl = NP; #2 = 1.6'%; RECOVERY = " B ; N = 74: MC= 17.2% ; Pl = NP; #2 = 7A%; RECOVERY = "' B ; N = 44: MC= 1a1% ; Pl = NP; #2 = 5.6'1; RECOVERY = 1 B"' B ; N = 2: MC= 17% ; Pl = NP; #2 = 72.5'%; RECOVERY = " B ; N = : MC = 2.B% ; Pl = NP; #2 = 67.7%; RECOVERY = " B ; N = 16: MC = 16.6% ; Pl = NP; #2 = 4.4'%; RECOVERY = " B ; N = 15/6.'~ 5/6.'~ 5/.25'~ MC = 2.3% LL= 32; Pl= 15; #2 = 71.'1; RECOVERY= 12"' ; = 5/.38'~ 5/.3B'" B ; = 5/1.19'~ 5/.63'" B ; = 5/.63'~ 5/.3B'" B ; = 5/1.13'~ 5/.5'" B ; = 5/.88'~ 5/.3B'" B ; = 5/.5'~ 5/.5'" B ; = 5/.81'~ 5/.5'" MEDIUM DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT MEDIUM DENSE TO DENSE, LIGHT BROWN, SIL TY SAND MEDIUM DENSE, YELLOW-BROWN, SIL TY SAND LOOSE, YELLOW-BROWN, SIL TY SAND BORING NO. B-2 STATION 512'27.93, 37.29' RIGHT OF CL. SURVEY <DRILLED DECEMBER AND JANUARY 5, 215> SURFACE ELEVATION B 915.6B 95.6B B9.6B BB5.6B VERY DENSE TO DENSE, YELLOW-BROWN, SIL TY SAND 'Sj_ B79.6B DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT MEDIUM DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT STIFF, GRAY, SANDY LEAN CLAY VERY LOOSE TO LOOSE, GRAY, SILTY SAND WITH GRAVEL POORLY CEti.ENTED, OLIVE-BROWN, WEATHERED SANDSTONE MODERATELY HARD TO HARD, GRAY, WEATHERED SHALE HARD, GRAY, WEATHERED SHALE B75.6B B65.6B B6.6B B55.6B B47.6B B37.6B B2B.6B BOTTOM OF BORING B ; N = 11: MC = 14'% ; Pl = NP; #2 = 11.2%; RECOVERY = "' ; N = 14: MC = 162'% ; Pl = NP; #2 = 1 B.2t.; RECOVERY = 14"' 9B ; N = 26: MC = 1.5'1 ; Pl = NP; #2 = 2.6'%; RECOVERY = 1 B"' ; N = 15: MC = 14.6'% ; Pl = NP; #2 = 25.'1; RECOVERY = 6" B9B ; N = 13: MC = BA'l. ; Pl = NP; #2 = 15. 7"; RECOVERY = 1 B"' B ; N = 2: MC = 16.5% ; Pl = NP; #2 = 26.2%; RECOVERY = 1 B"' BBB ; N = S: MC= 17'1 ; Pl = NP; #2 = 33.6'%; RECOVERY = 1 B"' BB B; N = 54: MC = 16.5'% ; Pl = NP; #2 = 1 B.2t.; RECOVERY = 1 B"' B7B ; N = 47". MC = 15.6% ; Pl = NP; #2 = 16. 7"; RECOVERY = "' B : N = 4B: MC = 16.B% ; Pl = NP; #2 = BAX; RECOVERY = " B6B ; N = 43: MC= 17.5% ; Pl = NP; #2 = 5.9%; RECOVERY = 1 B" B ; N = 15; RECOVERY= O" B5B ; N = 13: MC= 1a6% LL = 3; Pl = 11; #2 = 64.5'1; RECOVERY = 1 B" B ; N = 3; RECOVERY = a B4B ; N = 4/6."; 716."; 5/6.'~ MC = 15.6'1 ; Pl = NP; #2 = 33.B%; RECOVERY = 6" B ; = 5/1.63'~ 5/1.5" B ; = 5/1.13"~ 5/25" B ; = 5/.63"~ 5/.5" B ; = 5/1,13'~ 5/.75" B ; = 5/.63"~ 51.BB" B ; = 5/.38"~ 5/25" B ; = 5/.38"~ 5/.3B" SITE GEOLOGY FOR THE SITE GEOLOGY, SEE SECTION 4.1 OF THE GEOTECHNICAL REPORT. EXCAVATION CONSIDERATION & RIPPABILITY SEIIC CLA AND SPECTRAL RESPONSE ACCELERATIONS SEDIPtlENT ARY BEDROCK CONSISTING OF SAM> TONE, SHALE OR INTEEDDINGS OF Tl-ESE SHOULD BE EXPECTED AT THIS SITE. AS PART OF THE SCOPE OF OLR SERVICES, Tl BORINGS WERE SITE CLA ''D"' ADVANCED USING A DIAMOND BIT CORE BARREL. THE CORED ROCK CONSISTED OF SANDSTONE WITH SHALE INTEEDDINGS. THE ROOS RANGED FROM '1 TO B3% AM> Tl UNCONFl~D COMPREIVE SEIIC CATEGORY A STRENGT (UCS) RANGED FROM 229 KSF TO B46 KSF. BASED ON Tl-ESE VALUES, WE EXPECT THE BEDROCK AT THE PRQ..ECT SITE WILL BE READILY RIPPABLE WITH REGlA.AR EXCAVATION EQUIPMENT. s,,.1969 s,,.999 LEGEND = SPLIT SPOON SAMPLER DCD N = NUMBER OF BLOWS PER 12 INCHES ucs MC = MOISTURE CONTENT DD LL = LIQUID LIMIT ROD Pl = PLASTICITY INDEX 'SJ. #2 = PERCENT PAING #2 SIEVE!'. = TEXAS COM: PENETROMETER :<!. = DIAMOND CORE BARREL DRILLING = UNCONFl~D COMPREIVE STRENGTH = DRY DENSITY = ROCK QUALITY DESIGNATION = WATER LEVEL WHILE DRILLING OR SAMPLING = WATER LEVEL AFTER DRILLING = WATER LEVEL 24 HOURS AFTER DRILLING NOTE: FOR MORE INFORMATION ON THIS TABLE, SEE SECTION 4.3 OF THE GEOTECHNICAL REPORT NOTE: WATER LEVEL ELEVATIONS SHOWN WERE OBTAINED AT Tl TIME THE BORINGS WERE DRILLED AND MAY FLUCTUATE TtflOUGHOUT THE YEAR. TO OBTAIN Tl COMPLETE GEOTECHNICAL REPORT CONTACT Tl BRIDGE DIVISION OF Tl OKLAHOMA DEPARTMENT OF TRANSPORTATION AT <45l STATE HIGHWAY 4B OVER INTERSTATE 4 BRIDGE "A' FOUNDATION BORING LOGS CSHEET NO. 1 OF 3l OKFUSKEE COUNTY STATE.JOB NO. 2755(4) Sl-EET NO. 1

20 BORING NO. B-3 STATION 513<JB.29, 21.5' LEFT OF CL. Sl.11VEY <DRILLED JANUARY 6, 215l SURFACE ELEVATION BORING NO. B-3A STATION , 21.5' LEFT OF CL. SURVEY <DRILLED JANUARY 12, 215l SURFACE ELEVATION ti.edil.m DENSE, LIGHT BROWN, SIL TY SAND ti.edil.m DENSE, LIGHT BROWN, POORLY GRADED SAMJ WITH SILT ti.edil.m DENSE, LIGHT BROWN, SIL TY SAND ti.edil.m STIFF, RED-BROWN, SANDY SILTY CLAY ti.edilia DENSE, RED-BROWN, SIL TY SAND DENSE TO ti.edium DENSE, RED-BROWN, POORLY GRADED SAND WITH Siil T ti.edil.m STIFF, RED-BROWN, SANDY SILT STIFF, RED-BROWN, SANDY LEAN CLAY STIFF, BROWN, SANDY SILT STIFF, GRAY, LEAN CLAY ($HALEY) CEti.ENTED, BROWN, WEATHERED SANDSTONE WITH SHALE SEAMS HARD, GRAY, WEATl RED SHALE WITH SANDSTONE SEAMS HARD, CEMENTED, INTEEDDED SHALE AND SANDSTONE BOTTOM OF BORING ) ) ) ;N = 14: MC= 9.6X ; Pl = NP; #2 = 3.X; RECOVERY = 6" ; N = 21: MC = 1.4X ; Pl = NP; #2 = 37.7X; RECOVERY = " ;N = 21: MC= 11.1X ; Pl = NP; #2 = 252X; RECOVERY = 6" ; N = 16: MC = 1 O'I LL= NP; Pl= NP; #2 = 12X; RECOVERY= " ;N = 16: MC= 14.7X LL= NP; Pl= NP; #2 = 14.7X; RECOVERY= " ; N = 7: MC = 16.5X LL = 23; Pl = 7; #2 = 52.9X; RECOVERY = 12" ; N = 14: MC = 17.6X ; Pl = NP; #2 = 17.8X; RECOVERY = " 8S ; N = 21: MC = 16'% ; Pl = NP; #2 = 12.3X; RECOVERY = " ; N = 43: MC = 17.3X LL= NP; Pl= NP; #2 = 1.5X; RECOVERY= " ; N = 21: MC=.7X ; Pl = NP; #2 = 9.7%; RECOVERY = " ; N = 17: MC =.6X ; Pl = NP; #2 = 7.9'%; RECOVERY = " ; N = 7: MC = 221 ; Pl = NP; #2 = 7.X; RECOVERY = " ; N = 14: MC= 2.7% LL = 26; Pl = 8; #2 = 59.5%; RECOVERY = " BROWN, SIL TY SAND LIGHT BROWN, POORLY GRADED SAND WITH SILT LIGHT BROWN, SIL TY SAND RED-BROWN, SAM>Y SIL TY CLAY RED-BROWN, SIL TY SAND RED-BROWN, POORLY GRADED SAND WITH Siil T RED-BROWN, SAM>Y SILT RED-BROWN, SAM>Y LEAN CLAY ; N = 13: MC=.7X ; Pl = NP; #2 = 54.9X; RECOVERY = 6" BROWN, SANDY SILT ; N = 42/6.'~ 17/6.'~ 5/2.'~ MC= 17.3X GRAY, LEAN CLAY CSHALEYJ LL= 38; Pl= ; #2 = 91.91; RECOVERY= 14" ; = 5/125'~ 5/.75" ; = 5/.75'~ 5/.63" CE...rNTED, BROWN, WEATHERED SANDSTOt SHALE SEAMS OPEN JOINTS C1 "- 8"J ; = 5/.75'~ 5/.5'" !: ; N = 25/6.'~ 5/1.5"; RECOVERY = 3'" DCD-1; UCS = 846, PSF; DD = 134. PCF; ROD = ; = 5/.94'~ 5/.75'" HARD, GRAY, WEATtERED SHALE WITH SANDSTOt SEAMS OPEN JOINTS (1 "- 8") DCD-3; ROD = OX ; = 5/.75'~ 5/.5" DCD-4; ROD = OX ; = 51.15'~ 5/.25" HARD, CEMENTED, INTEEDDED SHALE AND SANDSTONE OPEN JOINTS C1 "- 8") DCD-5; ROD = 43' ; = 5/.75'~ 5/.75'" BOTTOM OF BORING DCD-6; UCS = 229, PSF; DD = 149. PCF; ROD = 83X DCD-2; ROD = 33'% SITE GEOLOGY FOR THE SITE GEOLOGY, SEE SECTION <!1.1 OF THE GEOTECHNICAL REPORT. N MC LL Pl EXCAVATION CONSIDERATION & RIPPABILITY SEDIPtlENT ARY BEDROCK CONSISTING OF SAM> TONE, SHALE OR INTEEDDINGS OF TtESE SHOULD BE EXPECTED AT THIS SITE. AS PART OF THE SCOPE OF OLR SERVICES, TtE BORINGS WERE ADVANCED USING A DIAMOND BIT CORE BARREL. THE CORED ROCK CONSISTED OF SANDSTONE WITH SHALE INTEEDDINGS. THE RODS RANGED FROM O'I TO 831 AM> TtE UNCONFlt D COMPREIVE STRENGT CUCSJ RANGED FROM 229 KSF TO 846 KSF. BASED ON TtESE VALUES, WE EXPECT THE BEDROCK AT THE PRO..ECT SITE Will BE READILY RIPPABLE WITH REGlA.AR EXCAVATION EQUIPMENT. LEGEND = SPLIT SPOON SAMPLER DCD = DIAMOND CORE BARREL DRILLING = NUMBER OF BLOWS PER 12 INCHES ucs = UNCONFlt D COMPREIVE STRENGTH = MOISTURE CONTENT DD = DRY DENSITY = LIQUID LIMIT ROD = ROCK QUALITY DESIGNATION = PLASTICITY INDEX 'Sl. = WATER LEVEL WHILE DRILLING OR SAMPLING #2 = PERCENT PAING #2 SIEVE.!'. = WATER LEVEL AFTER DRILLING = TEXAS cot PENETROMETER :<I. = WATER LEVEL 24 HOURS AFTER DRILLING SEIIC CLA ANO SPECTRAL RESPONSE ACCELERATIONS SITE CLA SEIIC CATEGORY "D" A s s,,.999 NOTE: FOR MORE INFORMATION ON THIS TABLE, SEE SECTION 4.3 OF TtE GEOTECl-f..llCAL REPORT NOTE: WATER LEVEL ELEVATIONS SHOWN WERE OBTAINED AT TtE TIME THE BORINGS WERE DRILLED AND MAY FLUCTUATE TtflOUGHOUT THE YEAR. TO OBTAIN TtE COMPLETE GEOTECHNICAL REPORT CONTACT TtE BRIDGE DIVISION OF TtE OKLAHOMA DEPARTMENT OF TRANSPORTATION AT < STATE HIGHWAY 48 OVER INTERSTATE 4 OKFUSKEE COUNTY BRIDGE.A. FOUNDATION BORING LOGS CSHEET NO. 2 OF 3l STATE JOB NO. 2755(4) StEET NO. 2

21 BROWN, SIL TY SAND LIGHT BROWN, SIL TY SAND ORANGE-BROWN, SIL TY SAND ORANGE BROWN, CLAYEY SAND LIGHT BROWN, SIL TY SAND RED-BROWN, SIL TY SAtt> LIGHT BROWN, CLAYEY SAND RED-BROWN, LEAN CLAY WITH SAND DARK GRAY, LEAN CLAY CEt.::NTED, BROWN, WEATHERED SANDSTONE BORING NO. B-4 BORING NO. B-5 STATION , 21.95' RIGHT OF CL. SURVEY CDRILLED JANUARY 21, 215> 51.ffACE ELEVATION - 9<! YI <! ; N = 5/1.5"; RECOVERY = O" ; = 5/.25'~ 5/.13" ; = 5/.5'~ 5/.38" ; = 5/.25'~ 5/.13" SlffACE ELEVATION - 9<!12.11 APPROXIMATELY 11" OF ASPHALT PAVEM::NT LOOSE, BROWN, SIL TY SAND LOOSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT t.::dilia DENSE, LIGHT BROWN, SIL TY SAND LOOSE TO MEDILlv'I DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT CAUGER SAMPLE TAKEN AT 25 FEETl DENSE, LIGHT BROWN, Sil TY SAND ~Dll..M DENSE, ORANGE-BROWN, Sil TY SAND LOOSE, ORANGE BROWN, CLAYEY SAND ~Dll..M DENSE, LIGHT BROWN, Sil TY CLAYEY SAND VERY DENSE TO DENSE, LIGHT BROWN, SILTY SAND ~Dll..M STIFF TO STIFF, RED-BROWN, LEAN CLAY WITH SAND STIFF, DARK GRAY, LEAN CLAY VERY HARO, DARK GRAY, LEAN CLAY CSHALEY> SOFT TO MODERATELY HARD, GRAY, WEATHERED SHALE HARD, GRAY, WEATtERED SHALE STATION 514<49.81, 23.5' LEFT OF CL. SURVEY CDRILLED JANUARY 26, 215> ~ 93o!l ;N = 7: MC= 7.3X LL = tt='; Pl = tt='; #2 = 1 BAX; RECOVERY = 12" ; N = 8: MC = 6.3X LL = tt='; Pl = tt='; #2 = 6.6X; RECOVERY = 12" ;N=: MC= 8.2X LL= tt='; Pl = tt='; #2 = 19.7X; RECOVERY= " ;N=1: MC= 5.6X LL = tt='; Pl = tt='; #2 = a.ox; RECOVERY = 15" ;N=23: MC= 7.1X LL = tt='; Pl = tf'; #2 = 7.6X; RECOVERY = O" ;N=46: MC= 9.4X LL = tt='; Pl = tt='; #2 = 26.1 X; RECOVERY = 16" ; N = 28: MC= 12.1X LL = tf'; Pl = tf'; #2 = 2.6X; RECOVERY = 16" B;N=: MC= 1.8X LL = tf'; Pl = tf'; #2 = 12.9X; RECOVERY = 16" ;N=12: MC= 13.3X LL = tf'; Pl = tf'; #2 = 29.5X; RECOVERY = " ;N=8: MC= 15.7X LL = 22; Pl = 9; #2 = 39.6X; RECOVERY = " ss-11; N = : MC= 14.9X LL = 21; Pl = 6; #2 = 27.9%; RECOVERY = 9" aa ss-12; N = 56: MC= 16.n LL = tt='; Pl = tt='; #2 = 14.22:; RECOVERY = " ; N = 38: MC= 17.7t. LL= tf'; Pl = tf'; #2 = 13.7X; RECOVERY= " ;N = 7: MC= 2.3X LL = 29; Pl = 13; #2 = 71.9X; RECOVERY = 14" ; N = 11: MC= LL = 29; Pl = 13; #2 = 79.92:; RECOVERY = " ; N = 17: MC= 19.5X LL = 27; Pl = 9; #2 = 85.4X; RECOVERY = " ; N = 7CJ. MC= 17.2X LL = 43; Pl = 22; #2 = 92.3X; RECOVERY = " ; N = 47/6.'~ 5/4,75'': MC = 16.32: LL = 45; Pl = 23; #2 = 92.62:; RECOVERY = 11" ; = 5/3.'~ 5/3.13" ; N = 34/6.'~ 5/4.5": MC= 16.8X LL = 47; Pl = 23; #2 = 98.4X; RECOVERY = 1" ; = 5/1.13'~ 5/1.'' ; = 5/.63'~ 5/.63" ; = 5/.13'~ 5/.25" ; = 5/.5'~ 5/.5'' ; = 5/.63'~ 5/25" ; = 5/.75'~ 5/.75" HARD, GRAY, WEATHERED SHALE ; = 5/. 75 ~ 5/25" BOTTOM OF BORING ; = 5/.5'~ 5/.38" ; = 5/.75'~ 5/.38" BOTTOM OF BORING ; = 5/.38'~ 5/.19" EXCAVATION CONSIDERATION & RIPPABILITY SEIIC CLA AND SPECTRAL RESPONSE ACCELERATIONS SITE GEOLOGY FOR THE SITE GEOLOGY, SEE SECTION <!1.1 OF THE GEOTECHNICAL REPORT. N MC LL Pl SEDIPtlENT ARY BEDROCK CONSISTING OF SAM> TONE, SHALE OR INTEEDDINGS OF TtESE SHOULD BE EXPECTED AT THIS SITE. AS PART OF THE SCOPE OF OLR SERVICES, TtE BORINGS WERE ADVANCED USING A DIAMOND BIT CORE BARREL. THE CORED ROCK CONSISTED OF SANDSTONE WITH SHALE INTEEDDINGS. THE RODS RANGED FROM OX TO 83X AM> TtE UNCONFl~D COMPREIVE STRENGT (UCS) RANGED FROM 229 KSF TO 846 KSF. BASED ON TtESE VALUES, WE EXPECT THE BEDROCK AT THE PRO..ECT SITE Will BE READILY RIPPABLE WITH REGlA.AR EXCAVATION EQUIPMENT. LEGEND = SPLIT SPOON SAMPLER DCD = DIAMOND CORE BARREL DRILLING = NUMBER OF BLOWS PER 12 INCHES ucs = UNCONFl~D COMPREIVE STRENGTH = MOISTURE CONTENT DD = DRY DENSITY = LIQUID LIMIT ROD = ROCK QUALITY DESIGNATION = PLASTICITY INDEX YI. = WATER LEVEL WHILE DRILLING OR SAMPLING #2 = PERCENT PAING #2 SIEVE.!'. = WATER LEVEL AFTER DRILLING = TEXAS COM: PENETROMETER :<I. = WATER LEVEL 24 HOURS AFTER DRILLING SITE CLA SEIIC CATEGORY ''O" A s,,,.1969 s,,.999 NOTE: FOR MORE INFORMATION ON THIS TABLE, SEE SECTION 4.3 OF THE GEOTECHNICAL REPORT NOTE: WATER LEVEL ELEVATIONS SHOWN WERE OBTAINED AT TtE TIME THE BORINGS WERE DRILLED AND MAY FLUCTUATE TtflOUGHOUT THE YEAR. TO OBTAIN TtE COMPLETE GEOTECHNICAL REPORT CONTACT TtE BRIDGE DIVISION OF TtE OKLAHOMA DEPARTMENT OF TRANSPORTATION AT C45l STATE HIGHWAY 48 OVER INTERSTATE 4 OKFUSKEE COUNTY BRIDGE 'A' FOUNDATION BORING LOGS CSHEET NO. 3 OF 3l STATE.JOB NO. 2755(4) StEET NO. 3

22 State Highway 48 Bridge 'A' over Interstate 4 EST Project Number: Okfuskee County, Oklahoma April 2, 215 Appendix C Boring Logs EST, Inc.

23 BORING LOG CLIENT: Oklahoma Department of Transportation LOCATION: SH-48, Bridge over I-4, Okfuskee County, Oklahoma BORING NO. B-1 ENGINEER: EST, Inc. PROJECT: State Job No (4) SAMPLES PAGE 1 OF 3 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= , 21.82' Lt of CL. Survey Surface Elev. = feet Vegetation Thickness : N/A APPROXIMATELY 11" El. = OF ASPHALT PAVEMENT DEPTH, FT. USCS SYMBOL NUMBER TYPE RECOVERY, IN. SPT- N BLOWS / FT. MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE L:\GEOTECH\215 GEOTECH PROJECTS\ STATEHIGHWAY48\BRIDGE\GINT-BRIDGE\64246-BRIDGE.GPJ FIRE REMARKS: LOOSE TO MEDIUM DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT MEDIUM DENSE, LIGHT BROWN, SILTY SAND LOOSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT El. = El. = El. = 9.69 DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT El. = DENSE, LIGHT BROWN, SILTY SAND El. = MEDIUM DENSE, RED-BROWN, SILTY SAND El. = MEDIUM DENSE, RED-BROWN, POORLY GRADED SAND WITH SILT SP- SP- SP- SP- SOIL AND ROCK CLAIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) WATER LEVEL OBSERVATIONS 59 Ft-WD 48 Ft-24Hrs. AB Ft-AB RIG CME-55 APPROVED BORING STARTED BORING COMPLETED A.D. 12/29/14 12/3/14 FOREMAN R.J. JOB# #2 = 8.4% -#2 = 8.% -#2 = 13.7% -#2 = 5.3% -#2 = 9.2% -#2 = 17.1% -#2 = 23.2% -#2 = 22.7%

24 BORING LOG CLIENT: Oklahoma Department of Transportation LOCATION: SH-48, Bridge over I-4, Okfuskee County, Oklahoma BORING NO. B-1 ENGINEER: EST, Inc. PROJECT: State Job No (4) SAMPLES PAGE 2 OF 3 TESTS L:\GEOTECH\215 GEOTECH PROJECTS\ STATEHIGHWAY48\BRIDGE\GINT-BRIDGE\64246-BRIDGE.GPJ FIRE GRAPHICS LOG REMARKS: Station= , 21.82' Lt of CL. Survey (Continued) LAYER / MATERIAL DESCRIPTION MEDIUM DENSE, RED-BROWN, POORLY GRADED SAND WITH SILT (continued) El. = DENSE, RED-BROWN, SILTY SAND LOOSE, RED-BROWN, SILTY SAND DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT VERY DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT STIFF TO VERY STIFF, PURPLE-GRAY, SILT WITH SAND El. = VERY SOFT, BROWN, SANDY SILT 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) El. = El. = El. = El. = El. = El. = Ft-WD DEPTH, FT Ft-24Hrs. AB USCS SYMBOL SP- SP- SP- SP- SP- ML ML NUMBER Ft-AB TYPE RECOVERY, IN. RIG SPT- N BLOWS / FT. CME-55 APPROVED MOISTURE, % BORING STARTED BORING COMPLETED A.D. DRY DENSITY, PCF 12/29/14 UNCONFINED STRENGTH, PSF SOIL AND ROCK CLAIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER WATER LEVEL OBSERVATIONS /3/14 FOREMAN R.J. JOB# LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE -#2 = 5.3% -#2 = 13.3% -#2 = 33.9% -#2 = 9.5% -#2 = 1.6% -#2 = 7.4% -#2 = 5.6% -#2 = 72.5% -#2 = 67.7%

25 BORING LOG CLIENT: Oklahoma Department of Transportation LOCATION: SH-48, Bridge over I-4, Okfuskee County, Oklahoma BORING NO. B-1 ENGINEER: EST, Inc. PROJECT: State Job No (4) SAMPLES PAGE 3 OF 3 TESTS L:\GEOTECH\215 GEOTECH PROJECTS\ STATEHIGHWAY48\BRIDGE\GINT-BRIDGE\64246-BRIDGE.GPJ FIRE GRAPHICS LOG Station= , 21.82' Lt of CL. Survey (Continued) REMARKS: LAYER / MATERIAL DESCRIPTION MEDIUM DENSE, DARK BROWN, SILTY SAND WITH TRACES OF RIVER GRAVEL SOFT TO MODERATELY HARD, OLIVE-GREEN, WEATHERED SHALE MODERATELY HARD TO HARD, GRAY, WEATHERED SHALE Bottom of Boring at feet 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) El. = El. = El. = Ft-WD DEPTH, FT Ft-24Hrs. AB USCS SYMBOL NUMBER TYPE RECOVERY, IN. 12 SPT- N BLOWS / FT. MOISTURE, % BORING STARTED BORING COMPLETED RIG CME-55 APPROVED A.D. DRY DENSITY, PCF SOIL AND ROCK CLAIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER WATER LEVEL OBSERVATIONS 41 Ft-AB 16 15/6." 5/6." 5/.25" 5/.38" 5/.38" 5/1.19" 5/.63" 5/.63" 5/.38" 5/1.13" 5/.5" 5/.88" 5/.38" 5/.5" 5/.5" 5/.81" 5/.5" 12/29/14 FOREMAN JOB# UNCONFINED STRENGTH, PSF 12/3/ LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE -#2 = 4.4% LL = 32 PL = 17 PI = 15 -#2 = 71.% R.J.

26 BORING LOG CLIENT: Oklahoma Department of Transportation LOCATION: SH-48, Bridge over I-4, Okfuskee County, Oklahoma BORING NO. B-2 ENGINEER: EST, Inc. PROJECT: State Job No (4) SAMPLES PAGE 1 OF 3 TESTS GRAPHICS LOG LAYER / MATERIAL DESCRIPTION Station= , 37.29' Rt of CL. Survey Surface Elev. = feet Vegetation Thickness : 4" Grass DEPTH, FT. USCS SYMBOL NUMBER TYPE RECOVERY, IN. SPT- N BLOWS / FT. MOISTURE, % DRY DENSITY, PCF UNCONFINED STRENGTH, PSF LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE L:\GEOTECH\215 GEOTECH PROJECTS\ STATEHIGHWAY48\BRIDGE\GINT-BRIDGE\64246-BRIDGE.GPJ FIRE REMARKS: MEDIUM DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT MEDIUM DENSE TO DENSE, LIGHT BROWN, SILTY SAND MEDIUM DENSE, YELLOW-BROWN, SILTY SAND LOOSE, YELLOW-BROWN, SILTY SAND El. = VERY DENSE TO DENSE, YELLOW-BROWN, SILTY SAND 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) El. = El. = El. = Ft-WD N/A-24Hrs. AB SP N/A-AB RIG SOIL AND ROCK CLAIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER WATER LEVEL OBSERVATIONS CME BORING STARTED BORING COMPLETED APPROVED A.D. 12/31/14 JOB# 1/5/15 FOREMAN #2 = 11.2% -#2 =.2% -#2 = 2.6% -#2 = 25.% -#2 = 15.7% -#2 = 26.2% -#2 = 33.6% R.J.

27 BORING LOG CLIENT: Oklahoma Department of Transportation LOCATION: SH-48, Bridge over I-4, Okfuskee County, Oklahoma BORING NO. B-2 ENGINEER: EST, Inc. PROJECT: State Job No (4) SAMPLES PAGE 2 OF 3 TESTS L:\GEOTECH\215 GEOTECH PROJECTS\ STATEHIGHWAY48\BRIDGE\GINT-BRIDGE\64246-BRIDGE.GPJ FIRE GRAPHICS LOG Station= , 37.29' Rt of CL. Survey (Continued) REMARKS: LAYER / MATERIAL DESCRIPTION VERY DENSE TO DENSE, YELLOW-BROWN, SILTY SAND (continued) DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT MEDIUM DENSE, LIGHT BROWN, POORLY GRADED SAND WITH SILT STIFF, GRAY, SANDY LEAN CLAY VERY LOOSE TO LOOSE, GRAY, SILTY SAND WITH GRAVEL POORLY CEMENTED, OLIVE-BROWN, WEATHERED SANDSTONE 321 S. Berry Road Norman, OK 7372 (OFF.) (45) (FAX) (45) El. = El. = El. = El. = El. = Ft-WD DEPTH, FT N/A-24Hrs. AB USCS SYMBOL SP- SP- CL NUMBER N/A-AB RECOVERY, IN. RIG 6 SPT- N BLOWS / FT BORING COMPLETED CME-55 APPROVED MOISTURE, % BORING STARTED A.D. DRY DENSITY, PCF 12/31/14 JOB# UNCONFINED STRENGTH, PSF SOIL AND ROCK CLAIFICATIONS ARE FROM DISTUED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL. * ESTIMATED FROM POCKET PENETROMETER WATER LEVEL OBSERVATIONS TYPE /6." 7/6." 5/6." 5/1.63" 5/1.5" 1/5/15 FOREMAN LIMITS (LL) (PL) INDEXES (PI) #2 SIEVE -#2 =.2% -#2 = 16.7% -#2 = 8.4% -#2 = 5.9% LL = 3 PL = 19 PI = 11 -#2 = 64.5% -#2 = 33.8% R.J.