For the Prepared for · Texas cone penetration test results in the shale bedrocks ranged from 100 blows for 3.8 inches of penetration to 100 blows for 0.2 inches of penetration indicating

GEOTECHNICAL ENGINEERING SERVICES REPORT

For the PROPOSED THREE SPAN BRIDGE NO: J2-8423{004)

OVER TURKEY CREEK STATE JOB NO: 28423 (04)

GARFIELD COUNTY, OKLAHOMA

Prepared for CIRCUIT ENGINEERING DISTRICT# 8

2901 N. VAN BUREN ENID, OKLAHOMA 73703

Prepared by MIDWEST ENGINEERING AND TESTING CORPORATION

2025 S. NICKLAS, SUITE 115 OKLAHOMA CITY, OKLAHOMA 73128

405-681-6737

METCO PROJECT NO: OGR-15029 APRIL 2015

MET CO l\ ll()WEST ENC INEF.RING ANO TESTING CORl'ORATION

Circuit Engineering District # 8 2901 N. Van Buren Enid, Oklahoma 73703 Phone: 580-237-4810 Fax: 580-493-2299

Attention: Mr. Tyler D. Schroder, Project Engineer

Subject: Geotechnical Engineering Services Report Proposed Three Span Bridge No: J2-8423(004) Over Turkey Creek State Job No: 28423 (04) Garfield County, Oklahoma METCO Project No: OGR-15029

Dear Mr. Schroder:

April 27, 2015

Midwest Engineering and Testing Corporation (METCO) is pleased to submit this Geotechnical Engineering Services Report for the above-referenced project. The purpose of our services was to assist the design team in designing general foundations and preparing plans and specifications for construction of the proposed project. Our services were completed in general accordance with the scope of work as outlined in METCO proposal number OGP-15050 dated March 11 , 2015. Written authorization was provided by Mr. Tyler D. Schroder P.E., Project Engineer, of Circuit Engineering District II 8, on March 12, 2015. A summary report along with our formal detailed geotechnical engineering services report is enclosed for your review. The entire report should be read in its entirety prior to utilizing any of the presented information for design or construction purposes.

Executive Summary

A total of 4 soil borings were drilled using truck-mounted hollow-stem type drilling equipment. As per the scope of work requested by Circuit Engineering District # 8, 4 borings were drilled within the general vicinity of the proposed replacement bridge. These borings were drilled to approximate depths of 60.0 feet in borings B-1 , B-3 and 8-4 and 58.0 feet in boring B-2. Locations of the proposed replacement bridge as well as the soil borings are shown on the Boring Location Plan. Logs of the borings are presented in the Appendix.

Below existing grade, the borings generally encountered soils consisting of clay, silt and sand to approximate depths of 39.0 feet below existing grade in boring B-1 , 38.5 feet below existing grade in boring B-2, 39.0 feet below existing grade in boring B-3 and 39.0 feet below existing grade in boring B-4. These layers were underlain by moderately hard to hard shale to boring termination depths of approximately 60.0 feet in borings B-1, B-3 and B-4 and 58.0 feet in boring B-2. Standard penetration resistance

Midwest Engincc1ing and Testing Corporntion P.O. Box 2704 18 Oklahoma City, OK 73 1J7-04 I8 Phone 405/681 -67]7 Pax 405/68 l-(l743

Proposed Three Span Bridge No. J2-8423(004) METCO Project No: OGR-15029

April 2015 Page 2

(N-Value) recorded in the soils ranged between 3 to 24 blows per foot of penetration indicating soft to very stiff consistencies in the cohesive soils and loose to medium relative densities in the cohesionless soils. Texas cone penetration test results in the shale bedrocks ranged from 100 blows for 3.8 inches of penetration to 100 blows for 0.2 inches of penetration indicating moderately hard to hard shale.

Groundwater was encountered in the borings at approximate depths of 22.0 feet to 30.0 feet below existing grade at time of drilling and end of day. Seasonal Variations of groundwater should be expected. The borings collapsed to various depths upon auger removal. The contractor should determine the actual groundwater levels prior to construction.

Summary of Recommendations

It is our understanding that H-piles and drilled piers are your preferred foundation systems for the abutments and interior supports, respectively for the proposed replacement bridge. Slope stability analysis was beyond the scope of this study. Slope failure can exert significant forces on the foundations and should be considered in the design. Adequate pile driving or pier drilling equipment should be utilized by the contractor. Dlfflculties may be encountered during the pile driving or pier drllllng due to the nature of the subsurface formations.

Reddish brown moderately hard to hard shale was encountered at approximate elevations of 1094.08, 1094.48, 1094.38 and 1096.38 in borings B-1, B-2, 8-3 and B-4, respectively. The Texas Cone Penetrometer was used to evaluate approximately 18 feet to 20 feet of these materials in the borings. Results are presented on the boring logs and in tables in the appendix.

Driven low displacement piles such as H-piles could be used due to their ability to withstand high driving stresses. The piles should be driven to practical refusal into the shale strata. A nominal resistance (ultimate pile capacity) of 200 tons, below approximate elevations of 1084 in borings B-1, B-2 and B-3 and 1086 in boring B-4, could be used for pile size HP 12X53. Actual driving criteria should be developed by matching the pile-driving hammer with the selected pile type and expected length. Proper drivability analysis should be performed to verify the actual pile capacity and piles should not be overstressed during driving. Proper precautions should be taken to protect the pile tips. Driving shoes or welded reinforcement could be utilized to lower the risk of damage during driving. To protect the integrity of the piles, the number of splices should be kept at a minimum, if splicing is required. The table in the appendix could be reviewed for pile penetrations and capacity. Actual penetrations may vary from presented Information depending on the type of hammer, site subsurface conditions, and hammer operating efficiency. A resistance factor of 0.40 should be utlllzed.

Alternatively, a drilled pier foundation system can be used to support the bridge structural loads. The base of the drilled piers should bear a minimum of 5 feet or one pier diameter, whichever Is deeper, into the shale strata. To compute nominal resistance, the drilled piers can be designed for a nominal (ultimate) end bearing pressure of 64,000 psf, based on dead plus design live loads. A nominal (ultimate) skin friction of 9,600 psf can be utilized for that portion of the pier extending more than 5 feet or one pier diameter, whichever is deeper, into the shale strata. The presented table should be utlllzed to determine the required foundation depths and sockets into the rock formations. A resistance factor of 0.55 and 0.50 should be utilized for skin side resistance and tip resistance, respectively for factored axial static capacity.


April 2015 Page3

The table in the appendix should be reviewed for end bearing capacity and skin friction values at various depths as obtained from the Texas Highway Department chart titled "Drilled Shafts Foundation Design" and dated 7172.

To reduce difficulties associated with sloughing and/or ground water related problems, casing could be used. A slurry displacement method could also be used. Once the casing is sealed into shale, the remaining soil can be removed and the excavation pumped to remove any groundwater or slurry from the shaft Alternatively, an appropriate tremie method can be used to place concrete should it be impractical to remove liquid from the excavation. Any loose material should be removed from the pier bottom. The pier bottom and the socket should be observed for continuity and to verify that the material is acceptable for support of the proposed loads and that the material is consistent with the materials encountered in our borings. When the drilling operations and inspection is complete, concrete should be placed immediately. Sufficient concrete head should be maintained inside the casing to offset the water hydrostatic head and to prevent groundwater and/or slurry intrusion into the pier.

All drilled piers construction and observation should be accomplished in accordance with the Standard Specifications of Oklahoma Department of Transportation (ODOT).

The weathering process of the shale is erratic and variations in the shale profiles can be expected in small lateral distances. The shale profiles should be completely defined prior to requesting lump sum bids. All shale depths should be confirmed at the time of construction.

Scour depth should be evaluated and accounted for by the design engineer.

For county bridge structures located in Divisions 5 and 6, water shall be taken from the surface pools and from at least one boring at a depth of 1 O feet below the water table. Also, water samples are required as indicated when the boring logs indicate shale. The water samples should be analyzed for:

CL ion (PPM) by AASHTO T260 SQ4 ion (PPM) by AASHTO T105 pH by ASTM G51

General


April 2015 Page4

The attached entire report should be read and the contents evaluated prior to utilizing our recommendations In the preparation of the design and construction documents. Please refer to the attached report for a more detailed summary of our analysis and recommendations. It is recommended that METCO be retained to provide observation and testing services during construction. Please do not hesitate to contact our office at 405-681-6737.

Respectfully Submitted,

Midwest Engineering & Testing Corporation CA No. 4198, Expire 30/2015

(3 copies submitted)

Table of Contents

1.0 Introduction 2.0 Project Description 3.0 Scope of Work

3.1 Subsurface Exploration 3.2 Laboratory Evaluation 3.3 Engineering Analysis

4.0 Surface and Subsurface Features 4.1 Site Description 4.2 Site Geology 4.3 Soil Subsurface Conditions 4.4 Groundwater

5.0 Evaluation and Recommendations 5.1 H-Piles 5.2 Drilled Piers 5.3 Excavations and Temporary Slopes 5.4 Weather Considerations

6.0 General 6.1 Use of Report 6.2 Level of Care

Appendix Figures: Site Location Map, Plan of Borings Boring Logs Tables

1 1 1 1 2 2 2 2 3 3 3 3 4 4 5 5 6 6 6

Geotechnlcal Engineering Services Report Proposed Three Span Bridge No: J2-8423(004)

Over Turkey Creek State Job No: 28423(04)

Garfield County, Oklahoma METCO Project No: OGR-15029

Aprll 2015

1.0 Introduction

Midwest Engineering and Testing Corporation (METCO) has completed a geotechnical exploration and evaluation of the subsurface conditions for the above-referenced project. The work was performed in general accordance with METCO proposal number OGP-15050 dated March 11, 2015. Written authorization was provided by Mr. Tyler D. Schroder P.E., Project Engineer, of Circuit Engineering District# 8, on March 12, 2015.

2.0 Project Description

Based on project information provided by Mr. Schroder of Circuit Engineering District# 8, we understand the proposed construction will consist of the following:

Bridge

Alignment

Grading

Three Span Structure Approximately 164.50 Feet in Length Precast Concrete Beam (PCB) Bridge Abutments and Interior Supports Supported on H-piles and Drilled Piers, Respectively

New Bridge Alignment Will Match The Existing Bridge Alignment

New Bridge Elevation Will Be Approximately 1 Feet to 2 Feet Higher Than The Existing Bridge

The location of the site is shown on the Site location Map.

3.0 Scope of Work

The purpose of this exploration and evaluation was to assess the subsurface soil conditions at the project site, at the boring locations, in order to help in the evaluation of acceptable foundation system for the proposed project.

Our scope of services included the items presented in the following sections.

3.1 Subsurface Exploration

A total of 4 soil borings were drilled using truck-mounted hollow-stem type drilling equipment. As per the scope of work requested by Circuit Engineering District # 8, 4 borings were drilled within the general vicinity of the proposed replacement bridge. These borings were drilled to approximate depths of 60.0 feet in borings B-1, B-3, B-4 and 58.0 feet in boring B-2. Locations of the proposed replacement bridge as well as the soil borings are shown on the Boring Location Plan. Logs of the borings are presented in the Appendix.


April 2015 Page 2

Soil samples were taken at regular intervals in all four borings during the drilling process. Samples were identified in the field, placed in sealed plastic bags, and transported to the laboratory for further classification and testing.

When the split spoon sampler was used, Standard Penetration Tests (SPT's) were performed at regular intervals in general accordance with ASTM Designation D1586, samples collected, and results presented on the boring logs. The SPT used in soil borings is performed by driving a 2-inch, 0.D., split-spoon sampler into the undisturbed formation located at the bottom of the advanced auger with repeated blows of a 140-pound, pin-guided, hammer falling a vertical distance of 30 inches. The number of blows required to drive the sampler one foot is a measure of the soil consistency.

When the Texas Cone Penetration test was used to evaluate the bedrock, it was performed in general accordance with the TXDOT requirements.

3.2 Laboratory Evaluation

Selected samples of the subsurface soils were tested in the laboratory to determine materials properties for further evaluation and approximate unified soil classifications were determined by visual inspection. The laboratory evaluation consisted of visual and textural examinations, moisture content, Atterberg limit tests, and percent passing the No. 200 sieve. Results of the tests are shown on the attached logs of borings.

3.3 Engineering Analysis

Engineering analysis and recommendations regarding general foundation design including allowable soil bearing pressures are included in this report.

This geotechnical engineering report presents recommendations derived from existing and available information pertaining to the proposed project; relevant laboratory data, information, and test results; subsurface materials encountered in our borings, and the proposed bridge location. The attached entire report should be read and the contents evaluated so that to facilitate any changes that may be desired. If any changes or corrections are desired, please inform METCO in writing so that we may amend the presented recommendations

METCO cannot be responsible for the Interpretation or Implementation of this report by others. METCO should be retained to provide observation and testing during construction. Foundations, earthwork, and all other construction related activities should be observed by METCO. METCO wlll not accept any responsibility for the performance of the subgrade, foundations or structure nor will it accept any responsibility for any conditions which deviated from those described in this report.

4.0 Surface and Subsurface Features

4.1 Site Description

The proposed Bridge over Turkey Creek is located on EW 54 Road, approximately 5.0 miles south and 2.4 miles east of Drummond in Garfield County, Oklahoma. Some utilities and trees existed in the general vicinity of the proposed bridge site. The existing bridge had some signs of


April 2015 Page3

distress. The surface conditions were relatively dry and our truck-mounted drill rig experienced little difficulty in moving around the site.

4.2 Site Geology

The site is underlain by the Cedar Hills Unit as documented in the Engineering Classification of Geologic Materials, Division Four, published by The Oklahoma Department of Transportation (ODOT). These materials consist of a heterogeneous mixture of reddish-brown blocky shale with siltstone and/or sandstone beds.

4.3 Soll Subsurface Conditions

Below existing grade, the borings generally encountered soils consisting of clay, silt and sand to approximate depths of 39.0 feet below existing grade in boring B-1, 38.5 feet below existing grade in boring B-2, 39.0 feet below existing grade in boring B-3 and 39.0 feet below existing grade in boring B-4. These layers were underlain by moderately hard to hard shale to boring termination depths of approximately 60.0 feet in borings B-1, B-3 and B-4 and 58.0 feet in boring B-2. Standard penetration resistance (N-Value) recorded in the soils ranged between 3 to 24 blows per foot of penetration indicating soft to very stiff consistencies in the cohesive soils and loose to medium relative densities in the cohesionless soils. Texas cone penetration test results in the shale bedrc:>cks ranged from 100 blows for 3.8 inches of penetration to 100 blows for 0.2 inches of penetration indicating soft to hard shale.

Laboratory tests indicated that the site soils had plasticity indices ranging from non-plastic (NP) to 27 and grain size distribution tests show that the tested soils contain about 4 to 99 percent fines (that material passing a No. 200 mesh sieve). The encountered soils were classified as CL, CL-ML, ML, SM and SP in accordance with the Unified Soil Classification System.

The above description of the subsurface conditions constitutes a generalization that emphasizes the subsurface stratification features and characteristics. The data and information at the specific boring locations are recorded in the boring logs. These logs present a description of subsurface soil and rock, applicable laboratory and field test results, sample location, and general stratification. Variations in the stratification presented in the boring logs should be expected across the site and between boring locations as the presented strata description is only indicative of the boring location.

4.4 Groundwater

Groundwater was encountered in the borings at approximate depths of 22.0 feet to 30.0 feet below existing grade at time of drilling and end of day. Seasonal Variations of groundwater should be expected. The contractor should determine the actual groundwater levels prior to construction.

5.0 Evaluation and Recommendations

It is our understanding that H-piles and drilled piers are your preferred foundation systems for the abutments and interior supports, respectively for the proposed replacement bridge. Slope stability analysis was beyond the scope of this study. Slope failure can exert significant forces on the foundations and should be considered in the design. Adequate pile driving or pier drilling equipment should be utilized by the contractor. Difflcultles may be encountered during the plle driving or pier drilling due to the nature of the formations. It is our understanding that


April 2015 Page4

the existing bridge will be removed. The design engineer should determine if any left in-place elements of the existing pipes would impact the new construction.

5.1 H-Plles

Reddish brown moderately hard to hard shale was encountered at approximate elevations of 1094.08, 1094.48, 1094.38 and 1096.38 in borings 8-1, 8-2, B-3 and 8-4, respectively. The Texas Cone Penetrometer was used to evaluate approximately 18 feet to 20 feet of these materials in the borings. Results are presented on the boring logs and in tables in the appendix.

Driven low displacement piles such as H-piles could be used due to their ability to withstand high driving stresses. The piles should be driven to practical refusal into the shale strata. A nominal resistance (ultimate pile capacity) of 200 tons, below approximate elevations of 1084 in borings 8-1, 8-2 and 8-3 and 1086 in boring 8-4, could be used for pile size HP 12X53. Actual driving criteria should be developed by matching the pile-driving hammer with the selected pile type and expected length. Proper drivability analysis should be performed to verify the actual pile capacity and piles should not be overstressed during driving. Proper precautions should be taken to protect the pile tips. Driving shoes or welded reinforcement could be utilized to lower the risk of damage during driving. To protect the integrity of the piles, the number of splices should be kept at a minimum, if splicing is required. The table in the appendix could be reviewed for pile penetrations and capacity. Actual penetrations may vary from presented information depending on the type of hammer, site subsurface conditions, and hammer operating efficiency. A resistance factor of 0.4 should be utilized In the foundation design.


5.2 Drilled Piers

A drilled pier foundation system can be used to support the bridge structural loads. The base of the drilled piers should bear a minimum of 5 feet or one pier diameter, whichever is deeper, into the shale strata. To compute nominal resistance, the drilled piers can be designed for a nominal (ultimate) end bearing pressure of 64,000 psf, based on dead plus design live loads. A nominal (ultimate) skin friction of 9600 psf can be utilized for that portion of the pier extending more than 5 feet or one pier diameter, whichever is deeper, into the shale strata. The presented table should be utilized to determine the required foundation depths and sockets into the rock formations. Resistance factors of 0.55 and 0.50 should be utilized for skin side resistance and tip resistance, respectively for factored axial static capacity.

The table in the appendix should be reviewed for end bearing capacity and skin friction values at various depths as obtained from the Texas Highway Department chart titled "Drilled Shafts Foundation Design" and dated 7172.

To reduce difficulties associated with sloughing and/or ground water related problems, casing could be used. A slurry displacement method could also be used. Once the casing is sealed into shale strata, the remaining soil can be removed and the excavation pumped to remove any groundwater or slurry from the shaft. Any loose material should be removed from the pier bottom. The pier bottom and the socket should be observed for continuity and to verify that the material is acceptable for support of the proposed loads and that the material is consistent with the materials encountered in our borings. When the drilling operations and inspection is


April 2015 Pages

complete, concrete should be placed immediately. Sufficient concrete head should be maintained inside the casing to offset the water hydrostatic head and to prevent groundwater and/or slurry intrusion into the pier.


All drilled piers construction and observation should be accomplished in accordance with the Standard Specifications of Oklahoma Department of Transportation (ODOT).

5.3 Excavation and Temporary Slopes

The contractor, designated as "responsible person" in OSHA Construction Standards for Excavations, 29 CFR Part 1926, is solely responsible for planning and implementing all safety procedures. All excavation height, slope, and depth must adhere to all specifications outlined in local, state, and federal safety regulations.

METCO does not assume any responsibility for construction site safety or any party's, Including the contractor, compliance with the applicable local, state, and federal safety regulations or any other applicable regulations.

5.4 Weather Considerations

The upper soils encountered at this site maybe sensitive to moisture variations and construction traffic disturbances during wet weather. The soil strength is significantly reduced when the soil is wet and significant delays in the grading and compaction activities can take place. Thus, it is advantageous to perform construction activities during periods of dry weather.


April 2015 Page6

6.0 General

The conclusions and recommendations presented in this report are subject to the following general conditions:

6.1 Use of Report

This report has been prepared for the exclusive use of Circuit Engineering District # 8, for the specific application to the proposed Three Span Bridge No: J2-8423 (004), over Turkey Creek, in Garfield County, Oklahoma. This report should not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. Unless our written approval is provided, we make no representation and assume no responsibility to other parties regarding this report.

6.2 Level of Care

The recommendations contained in this report are based on the available subsurface information obtained by METCO, and design details furnished for the proposed project. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, METCO should be notified immediately to determine if changes in the foundation recommendations are required. If METCO is not retained to perform these functions, METCO will not be responsible for the impact of those conditions on the project.

Services performed by the geotechnical engineer for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area. No warranty, expressed or implied, is made.

APPENDIX

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4

Station 121+00.00 Approx. 15.0' Lt. of Proposed CL. Approximate El. 1132.98' 82

Turkey Creek I Existi g Bridge

e 8M #3 Station 123+50.00 Approx. 59.19' Lt .. of Proposed CL. Approximate El. 1135.682

Station 122+50.00 Approx. 15.0' Lt.. of Proposed CL. Approximate El. 1135.38'

,- - - - ~------------ .- - - - - EJ, 84 Proposed I I I I

Bridge CL. _ .. - ··- .. _ .. _ .. _ .. l .. -·· _ .. _ .. _ J_ ··-·. -·· - ··- .. - ··- .. - .. - ··- . ·-·· - .. - ·~ - · · -· · - ·· -·· -·· -' ·-·· - ·· -·· - · · - · I I I I I I I I

Proposed Bridge ----7171

l,E9_ - - - 1...------------------------!Ee_ - - - - I

81 Station 120+86.00 Approx. 15.0' Rt. of Proposed CL. Approximate El. 1133.08' ;<rkey Creek

83 Station 122+38.00 Approx. 15.0' Rt. of Proposed CL. Approximate El. 1133.38'

PLAN OF BORINGS

Proposed Three Sapn Bridge No. : 12-8423(004) Over Turkey Creek

Ee Approximate Boring Location

Not to Scale

MET CO

State Job No.: 28423 (04) Garfield County, Oklahoma

METCO JOB#: OGR-15029 FIGURE J

LOG OF BORING B-1

PROJECT: Proposed Three Span Bridge J2-8423{004), Over Turkey Creek, Garfield County, Oklahoma Project No.: OGR-15029

Date Drilled: 413/2015 Location: Approx. Station 120+86.00, Approx. 15.0' Rt. of Proposed CL Elevation: 1133.08' -----Depth To Water At Completion: 22.0' Depth To Water On: ___ En_d_o_f_Da .... v __ _ Was: __ 2_1_.o_· _

Approximate Completion Depth: __ oo_.o_· _ Drilled By: Kalyn

;: Iii IL W ~I&.

NOTES:

SAMPLE TYPE

Logger: _____ Jo_rd_an ____ _

DESCRIPTION

Brown lean Clay with sand, stiff to soft (CL)

Brown silty Clay with sand, soft to stiff ML)

Brown sandy Silt, loose (ML)

Brown lean Clav, soft to stiff (CL)

Gray sandy lean Clay, stiff to soft (CL)

(CL·

MC LL PL Pl ·#200 swell pp 'l6 % 'l6 'l6 'l6 % TSF

17 25 18 7 81

33 19 15 3 68

28 42 18 24 94

20 28 15 13 67

Subsurface Conditions may significantly vary at other site locations Dltflcultles may be encountered during construction duo to the nature of the subsurface formaUons

METCO FIGURE 2

LOG OF BORING B-1

PROJECT: Proposed Three Span Bridge J2·8423(004), Over Turkey Creek, Galfiekl County, Oklahoma Project No.: OGA-15029

Date Drilled: 4/3/2015 Location: Approx. Station 120+86.00, Approx. 15.0' Rt. of Proposed CL. Elevation: 1133.08' -----Depth To Water At Completion: 22.0' Depth To Water On: End of Day Was: 27.0' -------- ----Drflled By: Kalyn Logger: _____ Jo_rda_n ___ _ Approximate Completion Depth: __ e_o_.o_· _

31

SAMPLE TYPE

100/0.3"

DESCRIPTION

Light brown silty Sand, loose to dense (SM)

Continuous collapse at an approximate depth of 35 feet

Reddish brown ~with sandstone seams and lenses, hard

TC @40.0': 50/0.3u, 50/0.2u

[email protected]': 50/0.2", 50/0.1"

100J0.e• TC@ 55.0': 50/0.5", 50/0.3"

MC LL PL Pl ·#200 swell PP % % % % % % TSF

20 NP NP NP 30

22 34 19 15 75

23 35 19 16 77

23 35 19 16 77

19 34 18 15 89

NOTES: Subsurface Conditions may significantly vary at other site locations Difficulties may be encountered during construction due to the nature of the subsurface formations

METCO FIGURE 3

LOG OF BORING B-1

PROJECT: Proposed Three Span Bridge J2-8423(004), Over Turkey Creek, Garfield County, Oklahoma Project No.: OGR-15029

Date Drilled: 4/3/2015 Location: Approx. Station 120+86.00, Approx. 15.0' Rt. of Proposed CL. Elevation: 1133.08' -----Depth To Water At Completion: 22.0' Depth To Water On: End of Day

-------''-----~ Was: 27.0' ----

Drilled By: Kalyn Logger: _____ Jo_rdan ____ _ Approximate Completion Depth: __ oo_.o_· _

i= Iii ..J 0 SAMPLE MC LL PL Pl -#200 swell pp Ill DESCRIPTION Q. w ::::E TYPE % % % % % % TSF !!l LL. ?ii

1oom,3• Reddish brown §haJft with sandstone seams 61 - ~ and lenses, hard (Continued) v 62_ TC @60.0': 50/0.2", 50/0.1" 63 -64 -~ 66 -67 -68 -69 -...!!! 71_

72 -73 -74 -i2 76_

77 -78_

79_

....!2 81_

82_

83_

84 -~ 86 -87 -00_

89_

90

NOTES: Subsurface Conditions may significantly vary at other site locations Dlfflcultles may be encountered during construction duo to the nature of the subsurface formations

METCO FIGURE 4

LOG OF BORING B-2

PROJECT: Proposed Three Span Bridge J2-8423(004), Over Turkey Creek, Garfield County, Oklahoma Project No.: OGR-15029

Bevation: 1132.98' Date Drilled: 4/3/2015 Location: Approx. Station 121+00, Approx. 15.0' Lt. of Proposed CL. -----Depth To Water At Completion: 23.0' Depth To Water On: ___ E_n_d_o_fD_a .... v ___ _ Was: 27.0'

Drmed By:

~ ti a..w ~u..

2

3

4

6

7

8

9

11

14

21

NOTES:

Kalyn

SAMPLE TYPE

----Logger: _____ J_o_rd_a_n ___ _ Approximate Completion Depth: __ s_a_.o_· _

DESCRIPTION MC LL PL Pl ·#200 swell PP % % % % % % TSF

Brown lean Clay with sand (CL)

16 37 16 22 83

Brown lean Clay (CL) 18 27 17 10 90

24 33 16 17 97

26 40 14 26 97

Gray lean Clay (CL) 30 45 18 27 96

Subsurface Conditions may significantly vary at other site locations Dlfflcultlas may be encountorad during construction due to tho naturo ot the subsurface formations

MET CO FIGURE 5

LOG OF BORING B-2

PROJECT: Proposed Three Span Bridge J2·8423(004), Over Turkey Creek, Garfield County. Oklahoma Project No.: OGR-15029

Date Drilled: 4/3/2015 Location: Approx. Slalion 121+00, Approx. 15.0' Lt. of Proposed CL. Elevation: 1132.98' -----Depth To Water At Completion: 23.0' Depth To Water On: ___ En_d_o_f_D_.ay.__ __ Was: 27.0' ----Drilled By: Kalyn Logger: ____ J_o_rd_an ___ _ Approximate Completion Depth: __ 5_8_.o_· _

:c ..... ..... w Q. w ~ u.

57

58

59

60

NOTES:

SAMPLE TYPE

DESCRIPTION

Gray lean Clay (CL) (continued)

Reddish brown sandy lean Clav, hard (CL)

Reddish brown sandy Shale with sandstone sesames and lenses, moderately hard to hard

[email protected]': 50/2.0", 50/1.8"

TC @45.0': 50/1.3", 50/0.5"


34 18 15 67

23 35 16 19 65

24 33 17 16 66

10011.o· Reddish brown Shale with sandstone seams 21 34 18 16 88

and lenses, hard (CL)

TC @so.a•: so10.s", so/0.5"

1ooro.3· TC @ 55.0': 50/0.2", 50/0.1" 22 40 19 21 88

100 .2' [email protected]': 50/0.1", 50/0.1" 21 38 19 19 89

Subsurface Conditions may significantly vary at other site locations Dlfllcultlea may be encountered during construction due to the nature of the subsurface formations

METCO FIGURE 6

LOG OF BORING B-3

PROJECT: Proposed Three Span Bridge J2·8423{004), Over Turkey Creek, Garfield County, Oklahoma Project No.: OGR-15029

Date Drilled: 3/21/2015 Location: Approx. Station 122+38, Approx. 15.0' Rt of Proposed CL. Elevation: 1133.38'

Depth To Water At Completion: 30.0' Depth To Water On: ___ En_d_o_f _Da-=y'"---- Was: ----30.0'*

Drilled By: Kalyn Logger: _____ Jo_r_dan ____ _ Approximate Completion Depth: __ eo_.o_· _

::c Iii ...I 0

Ii: w ID ~

~ ... ~

NOTES:

SAMPLE TYPE

DESCRIPTION

Brown sandy lean Clay, very stiff to stiff (CL)

Brown lean Clay, stiff to firm (CL)

Dark brown lean Clay, firm to stiff (CL)

Reddish brown lean Clay with sand, stiff to very stiff (CL)

MC LL PL Pl ·#200 swell pp

% % % % % % TSF

17 31 19 13 65

16 35 19 16 97

14 31 16 15 97

29 37 20 17 99

19 40 19 21 82

Subsurface Conditions may significantly vary at other site locations Dlrtlcultles may be encountered during construction due to the nature of the subsurface formations

* Boring collapsed to approximate depths of 30.0' feet below existing grade, upon auger removal.

METCO FIGURE 7

60

NOTES: Subsurface Conditions may significantly vary at other site locations DIHlcultles may be encountered during construction due to the nature of the subsurface formations


MET CO FIGURE 8

LOG OF BORING B-3

PROJECT: Proposed Three Span Bridge J2-8423(004), Over Turkey Creek, Garlle!d County, Oklahoma Project No.: OGA-15029

Date Drilled: 3/21/2015 Location: Approx. Station 122+38, Approx. 15.0' Rt of Proposed CL. Elevation: 1133.38' -----Depth To Water At Completion: 30.0' Depth To Water On: End of Day ---------- Was: __ 3_o._o_'*_ Drilled By: Kalyn Logger: _______ J_o_rd_a_n _____ _ Approximate Completion Depth: ___ eo_.o_· _

I= Iii ..J 0 SAMPLE MC LL PL Pl ·#200 swell pp m DESCRIPTION a. w ::!: TYPE % % % % % % TSF ~ IL > (/)

1oom.e• Reddish brown~ with sandstone seams 61 I v - and lenses, hard (Continued) 62_ TC@ 60.0': 50/0.5", 50/0.3"

63 -64 -~ 66 -67 -68 -69 -~ 71 -72 -73 -74 -.2 76_

11_

78_

79 -....!!! 81_

82_

83_

84_

...!! 86_

87 -ea_

89_

90

NOTES: Subsurface Conditions may significanUy vary at other site locations DlfflculUos may be encountered during construction due to the nature of tho subsurface formations


METCO FIGURE 9

LOG OF BORING B-4

PROJECT: Proposed Three Span Bridge J2·8423(004), Over Turkey Creek, Garfield County, Oklahoma Project No.: OGR·15029

Date Drilled: 4/3/2015 Location: Approx. Station 122+50, Approx. 15.0' U of Proposed CL Elevation: 1135.38' -----Depth To Water At Completion: 24.0' Depth To Water On: ___ En_d_o_f_D __ ay""---- Was: __ 2_8_.o_· _

Drilled By: Kalyn

NOTES:

SAMPLE TYPE

Logger: _____ J_or_da_n ___ _

DESCRIPTION

Brown lean Clav. firm to stiff (CL)

Brown lean Clay. stiff to firm (CL)

Brown sandy lean Clay, firm (CL)

Gray lean Clay, firm to stiff (CL)

Light brown sandy lean Clav. stiff to soft (CL)

Approximate Completion Depth: __ so_.o_· _


14 30 18 12 90

14 34 17 17 88

10 19 14 6 56

26 40 17 23 96

18 28 15 14 63

Subsurface Conditions may slgnlficantly vary at other site locations Dltflcultles may be encountered during construction due to the nature of the subsurface formations

METCO FIGURE 10

LOG OF BORING B-4

PROJECT: Proposed Three Span Bridge J2-8423(004), Over Turkey Creek, Garfleld County, Oklahoma Project No.: OGR-15029

Date Drilled: 4/3/2015 Location: Approx. Station 122+50, Approx. 15.0' U. of Proposed CL. Elevation: 1135.38' -----Depth To Water At Completion: 24.0' Depth To Water On: ___ E_nd_o_f_D_a .... y __ _ was: __ 2_0_.o_· _

Drilled By:

31

32

33

34

36

37

38

Kalyn

SAMPLE TYPE

1/6" 116" 3/6"

No sampling

Logger: _____ J_ord_an ____ _

DESCRIPTION

Light brown poorly graded Sand, loose to dense (SP)

Continuous collapse at an approximate depth of 35 feet

Approximate Completion Depth: 60.0' ----MC LL PL Pl ·#200 swell PP % % % % % % TSF

39-t~~~~==~-+=-~~~----~::-:---:-~~---=----t~:::--t~i:--1~...-1~:::--11-::-:::--tr---tr----t 501a.o· Reddish brown sandy Shale with sandstone 22 28 13 16 53

10011 .a· seams and lenses, hard {CL) 22 35 11 1a 63

TC@ 40.0': 50/1.0", 50/0.8"

100/0.5" TC@ 45.0': 50/0.3", 50/0.2" 21 35 18 17 66

NOTES: Subsurface Conditions may slgnlficantly vary at other site locations Dlfflcultles may be encountered during construction due to tho nature of tho subsurface formations

METCO FIGURE 11

LOG OF BORING B-4

PROJECT: Proposed Three Span Bridge J2-8423{004), Over Turkey Creek, Garfield County, Oklahoma Project No.: OGR·15029

Date Drilled: __ 4_/3"-/2_0_1 s __ Location: Approx. Station 122+50, Approx. 15.0' LI. of Proposed CL Elevation: 1135.38'

Depth To Water At Completion: 24.0' Depth To Water On: End of Day -------------- Was: 28.0' ----Drilled By: Kalyn Logger: _____ J_o_rd_an ____ _ Approximate Completion Depth: __ so_.o_· _

j: l;j ..J 0 SAMPLE MC LL PL Pl -#200 swell pp m DESCRIPTION Q. w ::t TYPE % % % % % % TSF ~ u. > en

.... 100/0.5" Reddish brown sandy Shale with sandstone 61 ;; - ~ seams and lenses, hard (Continued)

62_ TC @60.0': 50/0.3°, 50/0.2° 63 -64_

~ 66_

67_

68_

69 --2!? 11_

72_

73_

74_

-.:!! 76 -77 -78 -79 -

.......!!! 81 -82_

83_

84 --..!! 86_

87_

ee_

89 -90

NOTES: Subsurface Conditions may significantly vary at other site locations Difficulties may be encountered during construction due to the nature of the subsurface formations

MET CO FIGURE 12

~ a ~

-

KEY TO SYMBOLS & PATTERNS USED ON BORING LOGS

Lean Clay ~ Standard Penetration Test

Sandy Lean Clay

~ Bag Sample

Silty Clay

~ Texas Cone Penetrometer Test

Sandy Silt

l:m!ll:ll'I Silty sand

l'!::,l:l:l1lllillll Poo~ Graded Sand

§Shale

. '

Sandy Shale

ABBREVIATIONS USED

MC, % Moisture Content expressed in percentage LL,% Liquid Limit expressed in percentage Pl,% Plasticity Index expressed in percentage

DD, PCF Dry Density expressed in pounds per cubic feet -#200, % Soil Fraction Passing No. 200 Sieve expressed in percentage swell, % Free swell under overburden pressure expressed in percentage PP, TSF Pocket Penetrometer Reading expressed in tons per square feet

METCO FIGURE 13

Boring# Station & Offset Feet

B-1 120+86.00 Approx. 15' Rt. of Proposed

CL

B-2 121+00.00 Approx. 15' Lt. of Proposed

CL.

B-3 122+38.00 Approx.15' Rt. of Proposed

CL

B-4 122+.50.00 Approx.15' Lt. of Proposed

CL.

Ultimate H-Pile Capacity Proposed Bridge No. J2-8423(004)

Over Turkey Creek OGR-15029

Pile Surface Top of Type Elevation Rock

Feet Elevation Feet

HP12X53 1133.08 1094.08

HP12X53 1132.98 1094.48

HP12X53 1133.38 1094.38

HP12X53 1135.38 1096.38

*Approximated Value

Estimated Nominal Tip (Ultimate)

Elevation Design Feet Capacity

Tons 1084.00 200*

1084.00 200*

1084.00 200*

1086.00 200*

Boring# Test Depth (Feet)

B-1 40.0 45.0 50.0 55.0 60.0

B-2 40.0 45.0 50.0 55.0 58.0

B-3 40.0 45.0 50.0 55.0 60.0

B-4 40.0 45.0 50.0 55.0 60.0

Texas Cone Penetration Test Results Proposed Bridge J2-8423(004)

Over Turkey Creek OGR-15029

Texas Cone Elevation of Test Penetration (Feet)

Cin/100 blowsl

0.5 1093.08 0.3 1088.08 0.3 1083.08 0.8 1078.08 0.3 1073.08

3.8 1092.98 1.8 1087.98 1.0 1082.98 0.3 1077.98 0.2 1074.98

0.5 1093.38 0.3 1088.38 0.2 1083.38 1.0 1078.38 0.8 1073.38

1.8 1095.38 0.5 1090.38 0.8 1085.38 0.3 1080.38 0.5 1075.38

Nominal (Ultimate) Nominal (Ultimate) End Bearing Skin Friction

ctsn ctsn 60 9.0 60 9.0 60 9.0 60 9.0 60 9.0

32 4.8 60 9.0 60 9.0 60 9.0 60 9.0

60 9.0 60 9.0 60 9.0 60 9.0 60 9.0

60 9.0 60 9.0 60 9.0 60 9.0 60 9.0

l(

Documents

For the Prepared for · Texas cone penetration test results in the shale bedrocks ranged from 100 blows for 3.8 inches of penetration to 100 blows for 0.2 inches of penetration indicating