GEOTECHNICAL ENGINEERING SERVICES REPORT PROPOSED … · penetration resistance (N-Value) ... Proper precautions should be taken to ... general accordance with the Static Cone Penetration

GEOTECHNICAL ENGINEERING SERVICES REPORT

For the PROPOSED BRIDGE NO: BR0-127D (172) Cl

OVER SAND CREEK STATE JOB NO. 27282 (04)

GRANT COUNTY, OKLAHOMA

Prepared for CIRCUIT ENGINEERING DISTRICT# 8

3023 S. HWY. 132 ENID, OKLAHOMA 73703

Prepared by MIDWEST ENGINEERING & TESTING CORPORATION

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

405-681-6737

METCO PROJECT NO: OGR- 11078

SEPTEMBER 2011

METCO MIDWEST ENGINEERING & TESTING CORPORATION

Circuit Engineering District# 8 3023 S. Hwy. 132 Enid , Oklahoma 73703 Phone: 580-493-2289 Fax: 580-493-2299

Attention : Mr. Tyler D. Schroder, E.I ., Associate Engineer

Subject : Geotechnical Engineering Services Report Proposed Bridge No.: BR0-1270 (172) Cl Over Sand Creek State Job No: 27282 (04) Grant County, Oklahoma METCO Project No: OGR-11078

Dear Mr. Schroder:

September 14, 2011

Midwest Engineering & 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-11138 dated August 16, 2011 . Written authorization was provided by Mr. Tyler D. Schroder, Associate Engineer, of Circuit Engineering District # 8, on August 18, 2011. 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 3 soil borings were drilled using truck-mounted hollow-stem type drilling equipment. As per the scope of work requested by Circuit Engineering District # 8, 3 borings were drilled within the general vicinity of the proposed replacement bridge. These borings were drilled to approximate auger refusal depths of 69.5 feet to 73.0 feet below the existing grade. 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 3 inches to 4 inches of grass and topsoil or 6 inches of gravel , the borings generally encountered soils consisting of clay, silt, and sand to approximate depths of 61.0 feet, 49.5 feet and 61.0 feet below existing grade in borings B-1, B-2 and B-3, respectively. These layers were underlain by soft to hard weathered shale with sandstone layers to auger refusal depths of approximately 73.0 feet, 69.5 feet and 72.0 feet below existing grade in borings B-1, B-2 and B-3, respectively. Standard penetration resistance (N-Value) recorded in the soils ranged between 2 to 1 O blows per

Midwest Engineering & Testing Corporation 2025 S. Nicklas, Suite 115, Oklahoma City, OK 73128. Phone 405/681 -6737. Fax 405/68 1-6743

Proposed Bridge No. BR0-127D (172) Cl METCO Project No: OGR-11078

September 2011 Page 2

foot of penetration indicating soft to stiff consistencies and loose relative densities. Texas cone penetration test results in the weathered shale bedrocks ranged from 100 blows for 5.0 inches of penetration to 100 blows for 0.1 inches of penetration indicating soft to hard weathered shale.

Groundwater was encountered in the borings at approximate depths of 12.0 feet to 16.5 feet below existing grade at time of drilling and end of the day. Seasonal Variations of groundwater should be expected. The contractor should determine the actual groundwater levels prior to construction. It should be noted that water was utilized in the drilling process.

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. Difficulties may be encountered during the pile driving or pier drilling due to the nature of the subsurface formations.

Brown weathered shale was encountered at approximate elevations of 1041 .48, 104 7 .35 arnd 1041. 79 in borings B-1, B-2 and B-3, respectively. The Texas Cone Penetrometer was used to evaluate approximately 11 feet to 20 feet of these materials. 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 weathered shale strata. An allowable pile capacity of 50 tons, below approximate elevations of 1031, 1037 and 1031, in borings B-1, B-2 and B-3, respectively, could be used for pile size HP 1 OX42. 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. All applicable Oklahoma Department of Transportation (ODOT) standards and procedures should be adhered to when driving the piles into the weathered shale strata.

Alternatively, a drilled pier foundation system can be used to support the bridge structural loads. An allowable end bearing capacity of 18 tsf and a skin friction value of 1.9 tsf can be used below an approximate elevation of 1039, 1037 and 1038 in borings B-1, B-2 and B-3 respectively. A factor of safety of 2 was utilized for the end bearing and 3 for the skin friction. 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 Design11

and dated 7/72.

Casing will be required to reduce difficulties associated with groundwater related problems and/or sloughing of the soil.

General

Proposed Bridge No. BR0-1270 (172) Cl METCO Project No: OGR-11078


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, Expires 06/30/2013

(3 copies submitted)

1.0 2.0 3.0

3.1 3.2 3.3

4.0 4.1 4.2 4.3 4.4

5.0 5.1 5.2 5.3 5.4

6.0 6.1 6.2

Introduction Project Description Scope of Work

Subsurface Exploration Laboratory Evaluation Engineering Analysis

Surface and Subsurface Features Site Description Site Geology Soil Subsurface Conditions Groundwater

Evaluation and Recommendations H-Piles Drilled Piers

Table of Contents

Excavations and Temporary Slopes Weather Considerations

General Use of Report Level of Care

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

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

Geotechnical Engineering Services Report Proposed Bridge No.: BR0-1270 (172) Cl

Over Sand Creek State Job No: 27282 (04 Grant County, Oklahoma

METCO Project No: OGR- 11078 September 2011

1.0 Introduction

Midwest Engineering & 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-11138 dated August 16, 2011. Written authorization was provided by Mr. Tyler D. Schroder, Associate Engineer, of Circuit Engineering District# 8, on August 18, 2011.

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

Double Span Structure Approximately 175.2 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 2 Feet to 3 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 3 soil borings were drilled using truck-mounted hollow-stem type drilling equipment. As per the scope of work requested by Circuit Engineering District# 8., 3 borings were drilled within the general vicinity of the proposed replacement bridge. These borings were drilled to auger refusal depths of approximately 73.0 feet, 69.5 feet and 72.0 feet below existing grade in borings B-1, B-2 and B-3, respectively. 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.

Soil samples were taken at regular intervals in boring B-3 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 01586, samples collected, and results presented on the boring logs. The SPT used in soil borings is performed by driving a 2-inch, O.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 Static Cone Penetration test, ASTM 03431 . The main deviation is recording the penetration in inches per 50 blows and utilizing 10 blows to seat the cone.

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 other construction related activities should be observed by METCO. If METCO is not so retained, it will not accept any responsibility for the performance of the structure nor will it accept any responsibility for any conditions which deviated from those described in this report.

4. 1 Site Description

Proposed Bridge No. BR0-127D (172) Cl METCO Project No: OGR-11078


4.0 Surface and Subsurface Features

The proposed Bridge over Sand Creek is located on EW 16 Road, approximately 0.4 mile east of Hwy 132 in Grant County, Oklahoma. Some utilities existed in the general vicinity of the proposed bridge site. The existing bridge had some visible signs of distress. The surface conditions were relatively dry and truck-mounted drill rig experienced some difficulty in moving around the site.

4.2 Site Geology

The site is underlain by the Hennessey Unit as documented in the Engineering Classification of Geologic Materials, Division Four, published by The Oklahoma Department of Transportation (ODOT). This unit consists of red platy to blocky clay shales and mudstone. The mudstones are hard and appear blocky.

4.3 Soil Subsurface Conditions

Below approximately 3 inches to 4 inches of grass and topsoil or 6 inches of gravel, the borings generally encountered soils consisting of clay, silt, and sand to approximate depths of 61.0 feet, 49.5 feet and 61.0 feet below existing grade in borings B-1, B-2 and 8-3, respectively. These layers were underlain by soft to hard weathered shale to auger refusal depths of approximately 73.0 feet, 69.5 feet and 72.0 feet below existing grade in borings B-1, B-2 and B-3, respectively. Standard penetration resistance (N-Value) recorded in the soils ranged between 2 to 10 blows per foot of penetration indicating soft to stiff consistencies and loose relative densities. Texas cone penetration test results in the weathered shale bedrocks ranged from 100 blows for 5.0 inches of penetration to 100 blows for 0.1 inches of penetration indicating moderately hard to hard weathered shale.

Laboratory tests indicated that the site soils had plasticity indices ranging from NP to 15 and grain size distribution tests show that the tested soils contain about 6 to 82 percent fines (that material passing a No. 200 mesh sieve). The encountered soils were classified as ML, CL-ML, SM and CL 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 12.0 feet to 16.5 feet below existing grade at time of drilling and end of the day. Seasonal variations of groundwater should be expected. It should be noted that water was utilized in the drilling process. The contractor should determine the actual groundwater levels prior to construction. It should be noted that water was utilized in the drilling process.


September 2011 Page4

5.0 Evaluation and Recommendations

It is our understanding that H-piles or drilled piers are your preferred primary and alternate foundation systems, 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. Difficulties may be encountered during the pile driving or pier drilling due to the nature of the formations. It is our understanding that 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-Piles

Brown soft to hard weathered shale was encountered at approximate elevations of 1041 .48, 1047.35 and 1041.79 in borings B-1, B-2, and B-3, respectively. The Texas Cone Penetrometer was used to evaluate approximately 12 feet, 20 feet and 11 feet of these materials in borings B-1 , B-2 and B-3, respectively. 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 weathered shale strata. An allowable pile capacity of 50 tons, below approximate elevations of 1031, 1037 and 1031, in borings B-1, B-2 and B-3, respectively, could be used for pile size HP 1 OX42. 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. All applicable Oklahoma Department of Transportation (ODOT) standards and procedures should be adhered to when driving the piles into the weathered shale strata.

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

5.2 Drilled Piers

The proposed bridge structural loads can be supported by a drilled pier foundation system. Based on the results of the Texas Cone Penetration tests, piers supported in the weathered shale can be designed for an allowable end bearing of 18 tsf and a skin friction of 1.9 tsf below approximate elevations of 1039 in boring B-1, 1037 in boring 8-2 and 1038 in boring 8-3. A factor of safety of 2 was utilized for the end bearing and 3 for the skin friction. 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 7/72.

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 the weathered shale 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 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.

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

All drilled piers construction and observation should be accomplished in accordance with the Standard Specifications of Oklahoma Department of Transportation (ODOT). Standards and procedures should be adhered to when driving the piles into the weathered shale.

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.



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 Bridge No. BR0-1270 (172) Cl, over Sand Creek in Grant 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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Plains Lake

Hillsdale, Oklahoma, United States

Great Salt Plains State Park Vance Air

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Haw ley

132

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8 1

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Helena

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I 0 K L A H. . . .

Aoprox1mate Proiect Location

l

132

~ I Corr;e,

'

\

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\ \

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'"-.._ 45

'

G A R F

Omi

60 ~Pond Creek

I E03'0 """'°' - E0320 Kremlin 60

I E L D I

I 5 10

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15

t N

Sand Creek

B-1

Appco, ;mato Sta1;on ~ - - B.M / j 22+ 15.35, , ,

I ,, Approx. 14.o· Lt. of 11 Proposed C. L. I / /

j Existing Bridge

Approximate Station 23+92 .90, Approx. 14.0 ' Lt. of Proposed C. L. Approximate Elev. = 1, 102.79 ft

- - - - - - - · B-3 I

I I

Approximate Elev. = / / I

1,102.48 ft - · . - · .1- ·· - ·· - . ·- . - .. - . ·-· · - · . - .. - ··- ··fl ·-· ·- .. - .. - ·· -· ·- .. - . ·-! I !f

I I ·· - ·· - ·· - ·· - ··- .,. -· ·- ··-

Proposed Bridge C. L.1 11

I // I 1 1 • B-2

/ I

I~ ,, ---------------~-------------

____ _J p d

e Approximate Boring Location

Not to Scale

j Sa nd Creek

MET CO

Approximate Station, 23+ 12.96 Approx. 12.0 ' Rt. of Proposed C.L. Approximate Elev. = 1,096 .85 ft

ropose Bridge

PLAN OF BORINGS

Proposed Bridge No.:BR0-1270 (172) CI State Job No.: 27282 (04)

Over Sand Creek Grant County, Oklahoma

METCO JOB#: OGR-11078 I FIGURE I

LOG OF BORING B-1

PROJECT: Proposed Bridge No: BR0-127D(172)CI, Over Sand Creek, Grant County, Oklahoma Project No.: OGR-11078

Date Drilled: 8/13/2011 Location: Station 22+15.35, Approx. 14' Lt. of Proposed CL Elevation: 1, 102.48'

Depth To Water At Completion: 16.5' Depth To Water On: End of Day Was: 16.5'

Drilled By: Ricky Logger: _____ c_o_ry.._ ___ _ Approximate Completion Depth: __ 7_3_.o_· _* _

J: ..... _J

0 SAMPLE MC -#200 swell pp ..... UJ ID DESCRIPTION LL PL Pl a.. UJ :? TYPE % % % TSF ~ u. >-en 1:=:: 1

3" Grass and topsoil -· Grayish brown sandy Silt, (ML)

2 -:

3_.

4_.

5 - 9 17 14 3 56 6_

7_.

8 -· 9 -· 10: ...._.

17 23 18 5 57 II• Grayish brown sandy silty Clay, (CL-ML) 11 ·11 ii .·11 ·11

.11 ..... II ~ .·

II ·II II

12 . . .. ~ . .. .•. II

I .·ill· •· ·ill

13 .•. ii .111· Ill. Ill 'II

•. I . • II. Ill II

14 • oil • I '.II. .II •. 11

II Ill. II. Ill ·II

15 .•. lol .·

Brown silty Sand, (SM) 7 NP NP NP 12 16 -17 -18 -19 -

20 17 NP NP NP 12

21 -22 -23_

24_

25 17 NP NP NP 13

26 -27 -28_:

29_

30

NOTES:

METCO FIGURE 2

LOG OF BORING B-1


Date Drilled: 8/13/2011 Location: Station 22+ 15.35, Approx. 14' Lt. of Proposed CL Elevation: 1 , 102.48'

16.5' Depth To Water At Completion: Depth To Water On: ___ E_n_d_o_f _D_ay;...._ __ 16.5' Was: ----Drilled By: Ricky Logger: _____ c_o_ry ____ _ Approximate Completion Depth: __ 7_3._0'_*_

I I-....I 0 SAMPLE MC -#200 swell pp I- w ID DESCRIPTION LL PL Pl a.. w ~ TYPE % % % TSF ~ u. >-en

Brown silty Sand, (SM) (Continued) -rs Nt-' Nt-' Nt-' 19 31 -32_

33 -34_

.....22 16 NP NP NP 17

36 -37 -38_:

39 -40 - 16 NP NP NP 12

41 -42_

43 -44 -

45 - : 17 NP NP NP 19 46 -47 -48_

49 -:

50 - 16 NP NP NP 22 51 -52_

53_

54_

.......22 16 NP NP NP 19

56 -57 _:

58_

59_

60

NOTES:

MET CO FIGURE 3

LOG OF BORING B-1


Date Drilled: 8/13/2011 Location: Station 22+ 15.35, Approx. 14' Lt. of Proposed CL Elevation: 1, 102.48'

Depth To Water At Completion: Depth To Water On: ___ E_nd_o_f_D_a..;...y __ _ 16.5' 16.5' Was: ----Drilled By: Ricky Logger: _____ c_o_ry ____ _ Approximate Completion Depth: 73.0' *

r I-_. 0 SAMPLE MC -#200 swell pp I- w CD DESCRIPTION LL PL Pl Q. w ~ TYPE % % % TSF ~ u. >-rn

Brown silty Sand, (SM) (Continued) n NI"' NI"' NI"' 17 61 ..

100/2.5'" Brown weathered Shale w/ sandstone layers, 62 moderately hard to hard

63 - - - - TC @ 61.01 : 50/1.5 11

, 50/1.0 11 ~ ~ - -~ - - -~ ~ - -64

65 - - - 22 37 18 19 80 ~ -- - -66 ~ - - -

~ ~ - -~ - - 100/0.8" TC @ 66.0' : 50/0.5", 50/0.3 11 ~ ~ - -67 -- - - -~ ~ - -~ - - -~ ~ - -68 -- -

69 --- - - -~ ~ - -70

100/0.8" TC @ 70.0' : 50/0.3 11, 50/0.0 11 19 29 14 15 79

71

72 - -~ ~ - -73 ~ - - - TC@ 73.0' : 50/0.1 11

1 50/0.0 11 ~ ~ - - 100/0.1'" 17 34 16 18 85 ~ - -

74 * Auger Refusal an an Approximate Depth of -_Z,2

73.0 Feet

76 -77_

78_

79_

80 ----81 -82_

83 -84 -

85 -86 -87 _

88 -89 -

90

NOTES: * Auger refusal at an approximate depth of 73.0' Continuous Collapse between approximate depths of 25 feet to 55 feet

METCO FIGURE 4

LOG OF BORING B-2


Date Drilled: 8/26/2011 Location: Station 23+ 12.96, Approx. 12' Rt. of Proposed CL Elevation: 1,096.85' -------Depth To Water At Completion: 12.0' Depth To Water On: ___ E_n_d_o_f _D_ay __ _ Was: 12.0'

Drilled By: Jimmy Logger: _____ o_m_a_r ____ _ Approximate Completion Depth: __ 6_9_.s_· _* _

J: I-_, 0 SAMPLE MC -#200 swell pp I- w CD DESCRIPTION LL PL Pl a.. w ~ TYPE % % % TSF ~ u. >-en

1 4" Topsoil

- Brown silty Sand, (SM) 2_

3 -4 -

5 -6 -7 -a -9_

10 - 6 NP NP NP 20 11 -12 -13 -14 -

15 - 14 NP NP NP 31 16_

17 -18 -19_

20 - 21 NP NP NP 19 21 -22 -23 -:

24 -25

-: 17 NP NP NP 18 26 -27 -28_

29 -30

NOTES:

MET CO FIGURE 5

LOG OF BORING B-2

PROJECT: Proposed Bridge No: BA0-127D(172)CI, Over Sand Creek, Grant County, Oklahoma Project No.: OGA-11078

Date Drilled: 8/26/2011 Location: Station 23+ 12.96, Approx. 12' Rt. of Proposed CL Elevation: 1,096.85'

Depth To Water At Completion: 12.0' Depth To Water On: ___ E_nd_o_f_D_a_y __ _ Was: 12.0'

Drilled By:

J: II- w a.. w ~ u.

31 -32 -33 -34 -

35 -36 -37 -38 -39 -

40 --41

...J 0 ID :E > en

-: :

42 -43 -44 -

45

::-~ ::=~ _.@

Jimmy

SAMPLE TYPE

so_- - "' 5ots"

51 - - - -

52 - - - -

53 - -

54

55 100/5.0"

- -56 -- - - -- - - -- -57

- -58

59

60 100/2.8"

NOTES:

Logger: _____ o_m_ar ____ _

DESCRIPTION

Brown silty Sand, (SM) (Continued)

Brown lean Clay w/ sand and sandstone seams, (CL)

Brown weathered Shale w/ sandstone layers, soft to hard

TC @ 54.5 1 : 50/3.0 11

1 50/2.0 11

TC @ 59.5' : 50/1.8 11, 50/1.0 11

MET CO

Approximate Completion Depth: __ 69_.s_'_*_

MC %

LL PL Pl -#200 swell PP

% % TSF

1!::1 Nt" Nt" Nt" <:!U

18 NP NP NP 18

21 NP NP NP 20

14 21 7 14 82

FIGURE 6

LOG OF BORING B-2


Date Drilled: 8/26/2011 Location: Station 23+ 12.96, Approx. 12' Rt. of Proposed CL Elevation: 1,096.85'

Depth To Water At Completion: 12.0' Depth To Water On: ___ E_nd_o_f_D_a_y __ _ Was: 12.0'

Drilled By: Jimmy Logger: _____ o_m_a_r ___ _ Approximate Completion Depth: __ 69_._s'_*_

:r I-...J 0 SAMPLE MC -#200 swell pp I- w co DESCRIPTION LL PL Pl a.. w ~ TYPE % % % TSF ~ u.. >-en

61 Brown weathered Shale w/ sandstone layers, soft to hard (Continued)

62 - - - -- - - -- - - -- - -63

64 - - - -- - - -- - - -- - - -65 100/0.6'' TC@ 64.5' : 50/0.3 11, 50/0.3 11

- - - -- - - -66 - - - -- - - -- - - -67

68 - -- - - -- - - -69 - - - -- -70 100/0.3" TC @ 69.5.0' : 50/0.3 11

, 50/0.0"

---- * Auger Refusal an Approximate Depth of 71 69.5 Feet -72 -73 -74 -

75 -76 -77 -78 -79 -

80 -81 -82 -83 -84 -

85 -86_

87 -88_

89_

90

NOTES: * Auger refusal at an approximate depth of 69.5'

MET CO FIGURE 7

LOG OF BORING B-3

PROJECT: Proposed Bridge No: BR0-127D(172)CI, Over Sand Creek, Grant County, Oklahoma Project No.: OGA-11078

Date Drilled: 8/13/2011 Location: Station 23+92.90, Approx. 14' Lt. of Proposed CL Elevation: 1, 102. 79'

Depth To Water At Completion: 16.5' Depth To Water On: ___ E_nd_of_D_a_y __ _ Was: 16.5'

Drilled By:

::r II- w a.. w ~ u..

2 -3 -4 -

5 ~

6 -7 -· 8 -9 -

10

11 -· 12 -:

13 -14 -

15 ~.

16_

17 -18 -:

19 -

26 -27 -28_

29 -30:

NOTES:

...J 0 CD ~ >CJ')

-

Jimmy

SAMPLE TYPE

4/6"

:X 115·· 1/6"

' 1/6"

•X 2/6" : 3/6"

': 2/6"

X 1/6" 2/6"

2/6"

X 4/6" 6/6" ...

Logger: _____ c_o_ry ____ _

DESCRIPTION

6 11 Gravel Brown silty Sand, loose (SM)

Brown sandy Silt, firm (ML)

Brown silty Sand, loose (SM)

Gray sandy lean Clay, firm (CL)

Brown silty Sand, loose (SM)

METCO

Approximate Completion Depth: __ 72_._o'_*_

MC %

7

LL PL

16 14

Pl -#200 swell PP

% % TSF

2 45

16 NP NP NP 62

13 18 15 3 39

19 24 15 9 52

16 NP NP NP 12

FIGURE 8

LOG OF BORING B-3

PROJECT: Proposed Bridge No: BR0-1270(172)CI, Over Sand Creek, Grant County, Oklahoma Project No.: OGR-11078

Date Drilled: 8/13/2011 Location: Station 23+92.90, Approx. 14' Lt. of Proposed CL Elevation: 1, 102. 79' -------Depth To Water At Completion: 16.5' Depth To Water On: ___ E_n_d_o_f_D_ay __ _ Was: 16.5'

Drilled By: Jimmy Logger: _____ c_o_ry ____ _ Approximate Completion Depth: __ 1_2._o'_*_

J: I-...J 0 SAMPLE MC -#200 swell pp I- w al DESCRIPTION LL PL Pl a.. w ::;; TYPE % % % TSF ~ u. >-CJ)

31 Brown silty Sand, loose (SM) (Continued)

-· 32 -33_

34_

35 2/6" 16 NP NP NP 16

36_ IX 4/6" 2/6"

37 -· 38 - ..

39 -40 ----

41 -42_

43 -44 -

45 - - 16 NP NP NP 21 2/6" 46 x 4/6' - 3/6" 47 _

48_

49 -50

51 -52 -

: 53 -54_

55 ---- 2/6" 16 NP NP NP 19 56_ IX 2/6"

2/6"

57 - Clay seams below an approximate depth of 58 : . 56 feet -:

59 -60

NOTES:

MET CO FIGURE 9

LOG OF BORING B-3


Date Drilled: 8/13/2011 Location: Station 23+92.90, Approx. 14' Lt. of Proposed CL Elevation: 1, 102.79'

Depth To Water At Completion: 16.5' Depth To Water On: ___ E_nd_o_f_D_a.;..y __ _ 16.5' Was: ----Drilled By: Jimmy Logger: _____ c_o_ry ____ _ Approximate Completion Depth: __ 7_2._0'_*_

J: I-...J 0 SAMPLE MC -#200 swell pp I- w CD DESCRIPTION LL PL Pl a.. w ~ TYPE % % % TSF ~ u. >-r.n

~~ m Brown sandy lean Clay, (CL) 19 ;,:su 15 15 80 61 - - - 50/5" Brown weathered Shale w/ sandstone layers, ~ ~ - -62

100/3.3" soft to hard 63 - TC @ 62.0 1

: 50/2.0 11, 50/1.3 11 ·- - - --- - - -~ ~ - -64 ~ - - .

~ ~ - -65 ~ .

-- 18 23 9 14 67 66

67 - -·- - - --- - - 100/0.2"' TC@ 67.0': 50/0.1 11, 50/0.1 11

~ -- - -68 ~ - - .

69

70 ~ - - - 20 20 14 6 50

71 ~ -- - -~ - - --- - -72 ~ - - . TC @ 72.0' : 50/0.1 11

, 50/0.0 11 ~~---- 100/0.1" ~ - -

73 * Auger Refusal an an Approximate Depth of -74

72.0 Feet -75 -

76 -77 -78 -79 -

80 -81 -82 -83_

84 -~ 86_

87 -BB_

89_

90

NOTES: * Auger refusal at an approximate depth of 72.0' Continuous Collapse between approximate depths of 30 feet to 57 feet

MET CO FIGURE 10

D m • ~

KEY TO SYMBOLS & PATTERNS USED ON BORING LOGS

Sandy Silt ~ Standard Penetration Test

Sandy SiltyClay

~ Bag Sample

Silty Sand

~ Texas Cone Penetrometer Test

Lean Clay

~ Sandy Lean Clay

e Weathered 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 11

Boring# Station & Offset Feet

B-1 22+15.35 Approx. 14' Lt. of Proposed

CRL B-2 23+12.96

Approx. 12' Rt. of Proposed

CAL B-3 23+92.90

Approx. 14' Lt. of Proposed

CRL

Allowable H-Pile Capacity Proposed Bridge No. BR0-1270 (172) Cl

Over Sand Creek OGR-11078

Pile Surface Top of Type Elevation Rock

Feet Elevation Feet

HP10X42 1,102.48 1,041.48

HP10X42 1,096.85 1,047.35

HP10X42 1, 102.79 1,041.79

Estimated Allowable Tip Design

Elevation Capacity Feet Tons 1031 50

1037 50

1031 50

Boring# Test Depth (Feet)

8-1 61.0 66.0 70.0 73.0

B-2 54.5 59.5 64.5 69.5

B-3 62.0 67.0 72.0

Texas Cone Penetration Test Results Proposed Bridge No. BR0-1270 (172) Cl

Over Sand Creek OGR- 11078

Texas Cone Elevation of Test Penetration (Feet)

{in/100 blows)

2.5 1041.48 0.8 1036.48 0.3 1032.48 0.0 1029.48

5.0 1042.35 2.8 1037.35 0.6 1032.35 0.3 1027.35

3.3 1040.79 0.0 1035.79 0.1 1030.79

Allowable End Allowable Side Bearing Friction (tsf)

(tsf)

24 2.7 30 3.0 30 3.0 30 3.0

12 1.3 21 2.3 30 3.0 30 3.0

18 1.9 30 3.0 30 3.0

Documents

GEOTECHNICAL ENGINEERING SERVICES REPORT PROPOSED … · penetration resistance (N-Value) ... Proper precautions should be taken to ... general accordance with the Static Cone Penetration