Geotechnical Engineering Report - PIKEPASS: Faster. … D - 04155197.Bridge D.Report... · This geotechnical engineering report has been completed for the proposed bridge along South

Geotechnical Engineering Report Turner Turnpike Widening – Bridge D

Bridge Crossing: South 209th West Avenue

Creek County, Oklahoma

June 1, 2016

Terracon Project No. 04155197

Prepared for:

Garver, LLC

Tulsa, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

TABLE OF CONTENTS

Page

Responsive ■ Resourceful ■ Reliable

INTRODUCTION ............................................................................................................. 1

PROJECT INFORMATION ............................................................................................. 1

2.1 Project Description ............................................................................................... 1

2.2 Site Location and Description .............................................................................. 1

SUBSURFACE CONDITIONS ........................................................................................ 2

3.1 Geology ............................................................................................................... 2

3.2 Soil and Rock Conditions ..................................................................................... 2

3.3 Groundwater ........................................................................................................ 3

BRIDGE FOUNDATION CONSIDERATIONS ................................................................. 4

4.1 Driven Piles .......................................................................................................... 5

4.2 Drilled Shafts ....................................................................................................... 5

4.3 Seismic Considerations........................................................................................ 6

GENERAL COMMENTS ................................................................................................. 6

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Map

Exhibit A-2 Boring Location Plan

Exhibit A-3 Field Exploration Description

Exhibits A-4 to A-9 Boring Logs

Exhibit A-10 Fence Diagram: Subsurface Profile

Exhibit A-11 Rock Core Photographs

APPENDIX B – SUPPORTING INFORMATION

Exhibit B-1 Laboratory Testing

Exhibits B-2 to B-4 Grain Size Distribution Curves

Exhibits B-5 to B-9 Table B.1 - B.5: LPILE Parameters for Lateral Capacity Analysis

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes

Exhibit C-2 Unified Soil Classification System

Exhibit C-3 AASHTO Soil Classification System

Exhibit C-4 General Notes – Description of Rock Properties

Responsive ■ Resourceful ■ Reliable 1

GEOTECHNICAL ENGINEERING REPORT

TURNER TURNPIKE WIDENING – BRIDGE D

BRIDGE CROSSING: SOUTH 209TH WEST AVENUE

CREEK COUNTY, OKLAHOMA

Terracon Project No. 04155197

June 1, 2016

INTRODUCTION

This geotechnical engineering report has been completed for the proposed bridge along South 209th

West Avenue over the Turner Turnpike Widening in Creek County, Oklahoma (Appendix A, Figure

A-1). Six borings, designated D-1, D-2, D-3, D-4, D-4A, and D-5 were drilled for the project to

depths of approximately 41.5 to 71.5 feet below the existing ground surface. The boring logs and

a boring location plan showing the approximate boring locations are provided in Appendix A of

this report.

The purpose of these services is to provide information and geotechnical engineering

recommendations relative to:

subsurface soil and rock conditions bridge foundations

groundwater conditions LPILE parameters for lateral analysis

PROJECT INFORMATION

2.1 Project Description

Item Description

Boring Layout See Appendix A, Figure A-2 Boring Location Diagram.

Proposed Construction

Bridge D will be a 4-span bridge to be constructed along South 209th

West Avenue over the proposed Turner Turnpike Widening in Creek

County, Oklahoma. We understand that the interior bridge bent

locations will be supported on drilled shafts and the bridge abutments

will be supported on driven piles.

2.2 Site Location and Description

Item Description

Location The intersection of I-44 and South 209th West Avenue in Creek

County, Oklahoma.

Geotechnical Engineering Report

Turner Turnpike Widening – Bridge D (South 209th West Avenue)

Creek County, Oklahoma ■ June 1, 2016 ■ Terracon Project No. 04155197


SUBSURFACE CONDITIONS

3.1 Geology

Based on the information published in the Oklahoma Department of Transportation manual,

“Engineering Classification of Geologic Materials: Division Eight”, the geology of the project site

consists of the Dewey and Nellie Bly Units. The majority of this portion of the project is mostly

mapped in the Barnsdall and Chanute Units.

The Dewey Unit consists of limestone, shale, and some sandstone. The lower portion is

interbedded limestone and calcareous shale grading upward to massive hard, dark gray

limestone. The total thickness of this unit ranges from about 10 to 32 feet.

The Nellie Bly Unit consists predominantly of yellowish-brown shale and sandy shale with

sandstone and siltstone. The shale ranges from clay shale in lower portion to silty and sandy

shale upward. The total thickness of this unit ranges from about 80 to 280 feet.

3.2 Soil and Rock Conditions

The subsurface conditions encountered in the borings are shown on the boring logs and are briefly

described below. The stratification lines shown on the boring logs represent the approximate

boundary between soil and rock types; in-situ, the transition between materials may be gradual and

indistinct. Classification of bedrock materials was made from disturbed samples and rock cores.

Petrographic analysis may reveal other rock types.

Description Approximate Depth

to Bottom of Stratum Material Encountered

Consistency/

Density

Surface 1 1 6 to 12 inches Asphalt N/A

Surface 2 2 4 inches Topsoil N/A

Stratum 1 3 14.5 to 29 feet Lean to fat clay with varying amounts of

sand; Shaley lean clay

Medium stiff to

hard

Stratum 2 4 5.5 feet Sandy silt; Sand Very stiff;

medium dense

Stratum 3

Encountered to

termination depths of

about 41.5 to 71.5 feet

Highly weathered shale; Shale with

sandstone seams

Soft to

moderately hard

1. Encountered in borings D-1 through D-3.

2. Encountered in boring D-4 and D-5.

3. Encountered in borings D-1, D-2, D-4, and D-5.





Laboratory tests were conducted on selected soil and rock core samples. The test results are

presented on the boring logs in Appendix A and on test report form in Appendix B.

The following table indicates the ground surface elevations and the approximate top of competent

bedrock depth and elevation at the respective boring locations. The depth to the top of competent

bedrock encountered in the borings corresponds to the depths at which the penetration from a

Standard Penetration test (SPT), conducted in accordance to ASTM D 1586, was less than or equal

to 6 inches with 50 blows. Based on current “State of Oklahoma Department of Transportation

Specifications for the Geotechnical Investigations of Bridges and Related Structures”, we understand

that the required rock penetration does not begin until competent bedrock is encountered. The rock

penetration consists of seven continuous passing Texas Cone Penetrometer (TCP) tests spaced at

5-foot intervals for a total of 30 feet of bedrock penetration in accordance with the ODOT

Specifications for Geotechnical Investigations. Thus, depths to top of competent rock and the

corresponding elevations shown in table do not necessarily coincide with the depths to top of

weathered rock and the corresponding elevations shown on the boring logs.

Approximate Competent Bedrock Depth and Elevation

Boring

No.

Ground

Elevation

(feet)

Competent Bedrock Material

Depth to Top of

Competent Rock

(feet)

Elevation of Top of

Competent Rock

(feet)

D-1 787.0 Shale 39.5 747.5

D-2 789.5 Shale 34.0 755.5

D-3 774.4 Shale 9.5 764.9

D-4 792.6 Shale 24 768.6

D-4A 792.5 Shale 24 768.5

D-5 793.6 Shale 14.5 779.1

3.3 Groundwater

The boreholes were observed while drilling and 24 hours after boring completion for the presence

and level of groundwater. Below depths of about 10 feet, we advanced the borings using wet rotary

drilling techniques. We observed groundwater at the following depths and times:

Boring

Groundwater Levels (feet)

While Drilling 24 hours After Drilling

Depth Elevation Depth Elevation

D-1

Not

encountered

to 10.0 feet

Not

encountered

to 777.0 feet

Not

determined N/A





Boring

Groundwater Levels (feet)

While Drilling 24 hours After Drilling

Depth Elevation Depth Elevation

D-2

Not

encountered

to 10.0 feet

Not

encountered

to 779.5 feet

Not

determined N/A

D-3 5.0 769.4 Not

determined N/A

D-4

Not

encountered

to 10.0 feet

Not

encountered

to 782.6 feet

23.0 769.6

D-4A

Not

encountered

to 10.0 feet

Not

encountered

to 782.5 feet

Not

determined N/A

D-5

Not

encountered

to 10.0 feet

Not

encountered

to 783.6 feet

Not

determined N/A

Long-term monitoring with observation wells, sealed from the influence of surface water, would be

required to accurately define the potential range of groundwater conditions. Fluctuations in the

groundwater level should be expected due to seasonal variations in the amount of rainfall, runoff,

water level in the creek and other factors not apparent at the time the borings were drilled. The

possibility of groundwater level fluctuations and the presence of perched water should be

considered when designing and developing the construction plans for the project.

BRIDGE FOUNDATION CONSIDERATIONS

Driven pile foundations can be used to support the bridge abutments and drilled shafts can be

used to support the interior bents. Shale was encountered in the bridge borings. The shale will

adequately support the bridge structure. Specific recommendations regarding the design and

construction of driven pile and drilled shaft foundations are presented in the following sections.

The tables attached in Appendix B present design parameters to be used in LPILE analyses.

The bedrock bearing materials were encountered at the following depths/elevations:

Boring Top of Bedrock Bearing Material (feet)

Depth Elevation

D-1 39.5 747.5

D-2 34.0 755.5

D-3 9.5 764.9





Boring Top of Bedrock Bearing Material (feet)

Depth Elevation

D-4 24 768.6

D-4A 24 768.5

D-5 14.5 779.1

4.1 Driven Piles

Driven steel HP piles driven to practical refusal in the bedrock can be used to support the

abutments. According to AASHTO’s LRFD Bridge Design Specifications, the nominal resistance

of piles driven to bear on hard rock where pile penetration into the rock formation is minimal is

controlled by the structural limit state of the pile. Pile capacity will depend on the cross-section

and the steel grade. The piles should be designed using a maximum working stress in the pile of

25 percent of the steel’s yield strength.

Pile driving through the native overburden soils is not expected to be difficult based on the results

of the borings. However, variations can occur in the density and strength of the soil and the depth

and quality of the bedrock. Because of the high driving resistance anticipated in the bedrock

materials, we recommend that the piles be equipped with driving tips that can endure high driving

stresses. The bridge engineer should note that the upper 10.5 feet of the highly weathered shale

encountered in boring D-1 is somewhat softer than the shale encountered at greater depths.

Piles should be installed in accordance with Section 514 of ODOT’s Standard Specifications for

Highway Construction. All piles should be driven until satisfactory driving resistance is developed

for the design load bearing capacity using an appropriate pile driving formula approved by ODOT.

In the event sufficient driving resistance is encountered before reaching the anticipated tip

elevations, pile driving could be terminated provided it appears the pile has penetrated

approximately 1 to 2 feet into the bedrock.

Driven pile foundations designed and constructed as recommended above are expected to

experience total settlements of less than 1 inch.

4.2 Drilled Shafts

We understand a bridge engineer will design drilled shafts based on the Texas Cone

penetrometer values provided on the attached boring logs. We recommend that the proposed

drilled shafts bear in the shale bedrock. The bridge engineer should note that the upper 4 to 14.5





feet of the highly weathered shale encountered in boring D-2, D-3, and D-4 is somewhat softer

than the shale encountered at greater depths.

A heavy-duty drill rig equipped with a rock auger or core barrel will be required to penetrate the

bedrock. Based on the Texas Cone Penetrometer values measured in our borings, the drilling

contractor should anticipate difficult drilling in the shale bedrock.

Based on the results of the borings, casing may be required to maintain open pier excavations

and control water inflow. To facilitate pier construction, concrete should be on-site and ready for

placement as pier excavations are completed. A sufficient head of concrete should be maintained

in the casing as it is being pulled to prevent an influx of soft soil or water into the excavations.

Also, concrete having a slump of at least 5 inches should be used to prevent the concrete from

arching in the casing.

4.3 Seismic Considerations

Reference Site Classification

2012 AASHTO LRFD Bridge Design Specifications 1 D

1. In general accordance with the 2012 AASHTO LRFD Bridge Design Specifications, Table 3.10.3.1-

1 – Site Class Definitions.

GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so comments can

be made regarding interpretation and implementation of our geotechnical recommendations in

the design and specifications. Terracon also should be retained to provide observation and testing

services during grading, excavation, foundation construction and other earth-related construction

phases of the project.

The analysis and recommendations presented in this report are based upon the data obtained

from the borings performed at the indicated locations and from other information discussed in this

report. This report does not reflect variations that may occur between borings, across the site, or

due to the modifying effects of construction or weather. The nature and extent of such variations

may not become evident until during or after construction. If variations appear, we should be

immediately notified so that further evaluation and supplemental recommendations can be

provided.

The scope of services for this project does not include either specifically or by implication any

environmental assessment of the site or identification or prevention of pollutants, hazardous

materials or conditions. If the owner is concerned about the potential for such contamination or

pollution, other studies should be undertaken.





This report has been prepared for the exclusive use of our client for specific application to the

project discussed and has been prepared in accordance with generally accepted geotechnical

engineering practices. No warranties, either express or implied, are intended or made. Site safety,

excavation support, and dewatering requirements are the responsibility of others. In the event

that changes in the nature, design, or location of the project as outlined in this report are planned,

the conclusions and recommendations contained in this report shall not be considered valid

unless Terracon reviews the changes and either verifies or modifies the conclusions of this report

in writing.

APPENDIX A

FIELD EXPLORATION

N© 2016 GOOGLE

APPROXIMATE SCALE IN FEET

1500 0 1000 1500500

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.Consulting Engineers and Scientists

EXHIBIT NO.

9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74145FAX. (918) 250-4570PH. (918) 250-0461

CS

JM

CS

MHH

04155197

SEE BAR SCALE

04155197

APRIL 2016

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

TURNER TURNPIKE WIDENING - BRIDGE DSOUTH 209TH WEST AVENUE OVER TURNER TURNPIKE

CREEK COUNTY, OKLAHOMA

APPROXIMATE SITE LOCATION

APP

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FEE

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A

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AND

OFF

SETS

BAS

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N I-4

4 ℄

D-1

D-2

D-3

D-4

D-4A

D-5

BORI

NGST

ATIO

NOF

FSET

ELEV

. (FT

)

D-1

760+

2813

1' RT

787.0

D-2

760+

8490

' RT

789.5

D-3

761+

388'

LT77

4.4

D-4

762+

5596

' LT

792.6

D-4A

762+

6110

2' LT

792.5

D-5

762+

4914

9' LT

793.6

BASE

D ON

I-44

℄




Responsive ■ Resourceful ■ Reliable Exhibit A-3

Field Exploration Description

The borings were performed at the approximate locations shown on the Boring Location Plan,

Exhibit A-2, in this Appendix. Terracon’s drill crew laid out the borings with a hand-held GPS unit.

Surface elevations at the boring locations were obtained by Anderson Surveying, Inc. Surface

elevations and stations were referenced to the mag nail, BM #114 (see Exhibit A-2, Boring

Location Plan) with an elevation of 793.33 feet. The locations and elevations of the borings should

be considered accurate only to the degree implied by the means and methods used to define them.

The borings were advanced with an all-terrain rotary drill rig using continuous flight augers and

wash boring techniques. Temporary casing was used to support the side walls of the upper portion

of the bore holes. Representative samples were obtained by the split-barrel sampling procedure

in which a standard 2-inch, O.D. split-barrel sampling spoon that is driven into the bottom of the

boring with a 140-pound drive hammer falling 30 inches. The number of blows required to advance

the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval or portion thereof,

is recorded as the standard penetration resistance value, N. The N value is used to estimate the

in-situ relative density of granular soils and, to a lesser degree of accuracy, the consistency of

cohesive soils and the hardness of weathered bedrock. The sampling depths, penetration

distances, and N values are reported on the boring logs. The samples were tagged for

identification, sealed to reduce moisture loss and returned to the laboratory for further

examination, testing and classification.

The bedrock in the borings was tested using the Texas Highway Department (THD) cone

penetrometer test. The THD cone penetrometer test is a standard test developed by the Texas

Highway Department to determine the strength and hardness of foundation materials in bridge

foundation exploration work. The test is performed by attaching a 3-inch diameter penetrometer

cone to the drill stem and lowering it to the bottom of the borehole. The cone is seated, and then

driven 12 inches with a 140-pound drive hammer falling 30 inches. The number of blows required

for each 6-inch increment is recorded. If more than 100 blows are required for 12 inches of

penetration, the penetration per 50 blows are recorded to the nearest 1/16 inch. The results of

this test are shown on the boring logs.

An automatic drive hammer was used to advance the split-barrel and THD cone penetrometer. A

greater efficiency is achieved with the automatic drive hammer compared to the conventional

safety drive hammer operated with a cathead and rope.

Core samples of bedrock materials were obtained at boring C-2 using a NX-size diamond-bit core

barrel. The percentages of rock core recovered (REC) and Rock Quality Designation (RQD) per

length of core run are shown on the boring log. The RQD is an index obtained by summing the

lengths of rock core pieces that are 4 inches in length or longer divided by the total length of core

run. The percent recovery and RQD values are shown on the boring log in Appendix A.




Responsive ■ Resourceful ■ Reliable Exhibit A-3

The drilling operation was supervised by a field engineer, who prepared field logs. The boring

logs include visual classifications of the materials encountered during drilling and the engineer’s

interpretation of subsurface conditions between samples. Based on the material’s texture, the

soil samples were described according to the attached General Notes and classified in

accordance with the Unified Soil Classification System. A brief description of the Unified System

is included in Appendix C. Rock descriptions are in general accordance with the General Notes

for Sedimentary Rock. Petrographic analysis may reveal other rock types.

As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet, or borings

which encounter groundwater or contaminated materials must be grouted or plugged in

accordance with Oklahoma State statutes. One boring log must also be submitted to the

Oklahoma Water Resources Board for each 10 acres of project site area. Terracon backfilled the

borings to comply with the Oklahoma Water Resources Board requirements.

76

91

80

89

18

16

12

13

20

21

18

36-17-19

44-21-23

69-22-47

52-22-30

785

773.5

763.5

12

17

17

18

11

17

17

3-4-7N=11

4-4-7N=11

6-9-10N=19

16-12-11N=23

5-4-4N=8

6-9-12N=21

12-26-41N=67

2.0

13.5

23.5

6" AsphaltLEAN CLAY WITH SAND (CL), dark gray (2.5Y,4/1) andvery dark gray (2.5Y,3/1), stiff

LEAN CLAY (CL), dark grayish-brown (2.5Y,4/2), stiff tovery stiff

FAT CLAY WITH SAND AND SANDSTONE FRAGMENTS(CH), light olive-brown (2.5Y,5/4), stiff to very stiff

trace sand and sandstone fragments, below 18.5 feet

SHALEY LEAN CLAY (CL), dark gray (2.5Y,4/1) and lightyellowish-brown (2.5Y,6/3), hard

Hammer Type: Automatic+Classification estimated from disturbed and cored samples.Petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

GR

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South 209th West Avenue over Turner Turnpike Creek County, OklahomaSITE:

Page 1 of 3

Advancement Method:Power Auger to 10 feetWash Boring below 10 feet

Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’;backfilled with cuttings from 14’ to termination depth.

9522 E 47th Pl Ste DTulsa, OK

Notes:

Project No.: 04155197

Drill Rig: ATV 840

Boring Started: 4/1/2016

BORING LOG NO. D-1Garver, LLCCLIENT:6450 South Lewis Avenue, Tulsa, Oklahoma

Driller: JB

Boring Completed: 4/1/2016

Exhibit: A-4

See Exhibit A-3 for description of fieldprocedures.See Appendix B for description of laboratoryprocedures and additional data (if any).

See Appendix C for explanation of symbols andabbreviations.

PROJECT: Turner Turnpike Widening - Bridge D

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PISurface Elev.: 787.0 (Ft.)

ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH

LOCATION See Exhibit A-2

Station: 760+28 Offset: 131' RT

WATER LEVEL OBSERVATIONS

Not Encountered to 10 feet While Drilling

17

20

758

747.5

12

5

30-50/6"

50/3"50/2 1/8"

30/6"

50/5"

50/1/2"50/1/2"

50/3/4"50/5/8"

50/5/8"50/1/4"

29.0

39.5

SHALEY LEAN CLAY (CL), dark gray (2.5Y,4/1) and lightyellowish-brown (2.5Y,6/3), hard (continued)

HIGHLY WEATHERED SHALE+, dark gray (2.5Y,4/1), soft

SHALE+, dark gray (GLEY1,4/N), soft to moderately hard



GR

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Page 2 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-4




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





17

12715.5

4

5

50/3/8"50/1/8"50/4"

50/1/2"50/1/4"

50/3/8"50/1/8"

50/1/2"50/1/2"50/5"

71.5

SHALE+, dark gray (GLEY1,4/N), soft to moderately hard(continued)

Boring Terminated at 71.5 Feet



GR

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Page 3 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-4




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

55

60

65

70

RE

CO

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(In

.)

UN

CO

NF

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DC

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PR

ES

SIV

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TR

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GT

H (

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FIE

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TR

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S

DEPTH





85

89

98

19

17

19

18

15

39-18-21

43-21-22

44-20-24

776

770

12" AsphaltLEAN CLAY (CL), dark grayish-brown (2.5Y,4/2), mediumstiff to stiff

olive (5Y,4/2), below 8.5 feet

LEAN CLAY (CL), trace sand and sandstone fragments,dark gray (5Y,4/1), very stiff

HIGHLY WEATHERED SHALE+, olive (5Y,5/3) andolive-yellow (5Y,6/6), soft

dark gray (5Y,4/1) to pale olive (5Y,6/4)

8

18

18

14

16

18

2-2-3N=5

3-3-4N=7

4-3-6N=9

9-8-9N=17

16-32-50/5"

50/4 1/2"40/6"

28-35-46N=81

13.5

19.5



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 1 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-5




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25



RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH



18

18

755.5

HIGHLY WEATHERED SHALE+, olive (5Y,5/3) andolive-yellow (5Y,6/6), soft (continued)

SHALE+, very dark gray (GLEY1,3/N), soft to moderatelyhard

18

10

3

27-40-49N=89

34-50/5"

50/3/4"50/1 1/2"

50/5/8"50/3/8"

50/1"50/1/2"

50/1"50/3/8"50/3"

34.0



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 2 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-5




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50



RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH



17724

SHALE+, very dark gray (GLEY1,3/N), soft to moderatelyhard (continued)

Boring Terminated at 65.5 Feet3

50/1 1/4"50/5/8"

50/1/2"50/1/2"

50/1/2"50/3/8"50/3"

65.5



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 3 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-5




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

55

60

65



RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH



5413

12

14

17

14

NP772

769

765

14

14

14

16

3

9-6-12N=18

11-9-13N=22

18-50/6"

26-41-50/6"

50/3 1/2"50/3 3/8"

50/2 3/8"50/1 3/4"

50/3/4"50/1/2"

50/1/2"50/1/8"50/3"

2.5

5.5

9.5

12" AsphaltSANDY SILT (ML), yellowish-brown (10YR,5/8), very stiff

POORLY GRADED SAND (SP), yellow (10YR,7/8) to paleolive (5Y,6/4), medium dense

HIGHLY WEATHED SHALE+, olive-gray (5Y,5/2), soft

SHALE+, olive-gray (5Y,5/2), soft to moderately hard

gray (10YR,5/1), below 25.5 feet



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 1 of 2




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-6




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH


Station: 761+38 Offset: 8' LT


5 ft While Drilling

17733 1

50/1/2"50/3/8"

50/1 3/8"50/3/4"

50/3/4"50/5/8"50/4"

41.5

SHALE+, olive-gray (5Y,5/2), soft to moderately hard(continued)




GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 2 of 2




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-6




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40R

EC

OV

ER

Y (

In.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH




5 ft While Drilling

73

57

22

18

22

11

18

17

15

43-18-25

36-17-19

784

778

768.5

14

17

17

17

18

18

11

30

3-3-3N=6

3-3-4N=7

3-3-5N=8

10-13-16N=29

27-38-50/6"

23-38-49N=87

29-50/6"

8.5

14.5

24.0

4" TopsoilLEAN CLAY WITH SAND (CL), very dark gray (7.5YR,3/1)to dark grayish-brown (2.5Y,4/2), medium stiff

grayish-brown (2.5Y,5/2) and gray (2.5Y,5/1) at 2 feet

light olive-brown (2.5Y,5/4) to brown (7.5YR,5/4) at 5 feet

SANDY LEAN CLAY (CL), with shale fragments, lightyellowish-brown (2.5Y,6/4) to light olive-brown (2.5Y,5/4),very stiff

HIGHLY WEATHERED SHALE+, gray (5Y,5/1), soft

SHALE+, with sandstone seams, brown (7.5YR,4/3) to darkgray (2.5Y,4/1), soft to moderately hard



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 1 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-7




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH




23 ft After 24 Hours


40

60

80

170

320

REC = 100%RQD = 65%

REC = 100%RQD = 53%

REC = 98%RQD = 82%

REC = 98%RQD = 63%

REC = 98%RQD = 93%

REC = 98%RQD = 82%

SHALE+, with sandstone seams, brown (7.5YR,4/3) to darkgray (2.5Y,4/1), soft to moderately hard (continued)

very dark gray (GLEY1,3/N) below 30 feet



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 2 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-7




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH






737.555.0

Boring Terminated at 55 Feet



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 3 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-7




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

55

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH






768.5 11 30-50/6"

50/3"50/2"

24.0

See Boring D-4 for Soil Stratification

SHALE+, dark gray (2.5Y,4/1) to brown (7.5YR,4/3), soft tomoderately hard



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 1 of 3




Notes:


Drill Rig: ATV 840


BORING LOG NO. D-4AGarver, LLCCLIENT:6450 South Lewis Avenue, Tulsa, Oklahoma

Driller: JB


Exhibit: A-8




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





4

50/1"50/1"

50/1 1/4"50/3/4"

50/5/8"50/1/4"50/4"

50/1/2"50/1/4"

50/1/2"50/3/8"

SHALE+, dark gray (2.5Y,4/1) to brown (7.5YR,4/3), soft tomoderately hard (continued)

very dark gray (GLEY1,3/N), below 39.5 feet



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 2 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-8




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





736.5 9

50/7/8"50/1 1/2"45-50/4"55.9

SHALE+, dark gray (2.5Y,4/1) to brown (7.5YR,4/3), soft tomoderately hard (continued)




GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 3 of 3




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-8




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

55

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





9617

12

12

12

16

45-20-25

788.5

779

14

16

14

18

16

5-7-14N=21

16-22-29N=51

20-31-31N=62

25-24-34N=58

15-21-50/5"

50/2 5/8"50/2 5/8"

50/1 1/2"50/1 1/2"

50/1 3/8"50/1"

5.0

14.5

4" TopsoilSHALEY LEAN CLAY (CL), brown (7.5YR,4/3), very stiff tohard

brownish-yellow (10YR,6/8), below 2 feet

SHALEY LEAN CLAY (CL), pale olive (5Y,6/4), hard

olive-yellow (2.5Y,6/8), below 8.5 feet

SHALE+, olive-yellow (2.5Y,6/8), soft to moderately hard



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 1 of 2




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-9




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





14

14747.5

1

3

50/1/2"50/1/4"50/4"

50/7/8"50/1/2"

50/1 1/8"50/5/8"

50/3/4"50/5/8"50/3"

46.0

SHALE+, olive-yellow (2.5Y,6/8), soft to moderately hard(continued)

dark gray (10YR,4/1), below 30.5 feet

Boring Terminated at 46 Feet



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

519

7 B

RID

GE

D.G

PJ


Page 2 of 2




Notes:


Drill Rig: ATV 840



Driller: JB


Exhibit: A-9




PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





FOUNDATION REPORT

(SHEET 1 OF 2)

Turner Turnpike Widening - Bridge D

South 209th West Avenue over Turner Turnpike

Based on the information published in the Oklahoma Department of

Transportation manual, "Engineering Classification of Geologic Materials:

Division Eight", the geology of the project site consists of the Dewey and

Nellie Bly Units. The majority of this portion of the project is mostly mapped

in the Barnsdall and Chanute Units.

The Dewey Unit consists of limestone, shale, and some sandstone. The

lower portion is interbedded limestone and calcareous shale grading upward

to massive hard, dark gray limestone. The total thickness of this unit ranges

from about 10 to 32 feet.

The Nellie Bly Unit consists predominantly of yellowish-brown shale and

sandy shale with sandstone and siltstone. The shale ranges from clay shale

in lower portion to silty and sandy shale upward. The total thickness of this

unit ranges from about 80 to 280 feet.

786.5

785.0

782.0

778.5

773.5

768.5

763.5

758.5

757.5

752.5

747.5

746.5

741.5

736.5

731.5

731.0

726.5

721.5

716.5

716.0

787.0

785.0

773.5

768.5

763.5

758.0

747.5

787.5

784.5

781.0

776.0

771.0

769.0

766.0

761.0

756.0

755.0

750.0

745.0

740.0

739.5

735.0

730.0

725.0

724.5

789.5

781.0

776.0

770.0

766.0

755.5

773.4

771.9

769.4

765.9

763.9

758.9

753.9

748.9

748.4

743.9

738.9

733.9

733.4

774.4

771.9

768.9

764.9

748.9

ROCK REC = 100%

RQD = 65%

UCS = 30

ROCK REC = 100%

RQD = 53%

UCS = 40

ROCK REC = 98%

RQD = 82%

UCS = 60

ROCK REC = 98%

RQD = 63%

UCS = 80

ROCK REC = 98%

RQD = 93%

UCS = 170

ROCK REC = 98%

RQD = 82%

UCS 320

FOUNDATION REPORT

(SHEET 2 OF 2)

Turner Turnpike Widening - Bridge D

South 209th West Avenue over Turner Turnpike

Based on the information published in the Oklahoma Department of

Transportation manual, "Engineering Classification of Geologic Materials:

Division Eight", the geology of the project site consists of the Dewey and

Nellie Bly Units. The majority of this portion of the project is mostly mapped

in the Barnsdall and Chanute Units.

The Dewey Unit consists of limestone, shale, and some sandstone. The

lower portion is interbedded limestone and calcareous shale grading upward

to massive hard, dark gray limestone. The total thickness of this unit ranges

from about 10 to 32 feet.

The Nellie Bly Unit consists predominantly of yellowish-brown shale and

sandy shale with sandstone and siltstone. The shale ranges from clay shale

in lower portion to silty and sandy shale upward. The total thickness of this

unit ranges from about 80 to 280 feet.

792.1

790.6

787.6

784.1

779.1

774.1

769.6

769.1

767.6

767.1

762.6

761.6

757.6

757.1

752.6

751.6

747.6

746.6

742.6

742.1

792.6

790.6

787.6

784.1

778.1

768.6

762.6

769.0

768.0

763.0

758.0

753.0

752.5

747.5

742.5

737.5

737.0

768.5

753.0

793.1

791.6

788.6

785.1

780.1

778.1

773.1

768.1

763.6

763.1

758.1

753.1

748.6

748.1

793.6

791.6

788.6

785.1

779.1

763.1

Exhibit A-11

Boring D-4 Depth: 25.0’ to 30.0’ – Recovery: 100%; RQD = 65% Depth: 30.0’ to 35.0’ – Recovery: 100%; RQD = 53%


Exhibit A-11


APPENDIX B

SUPPORTING INFORMATION




Responsive ■ Resourceful ■ Reliable Exhibit B-1

Laboratory Testing

Samples retrieved during the field exploration were taken to the laboratory for further observation

by the project geotechnical engineer and were classified in accordance with the Unified Soil

Classification System (USCS) described in Appendix C. Bedrock materials were classified

according to the General Notes and described using commonly accepted geotechnical

terminology. After the testing was completed, the field descriptions were confirmed or modified

as necessary.

Selected soil and bedrock samples obtained from the site were tested for the following

engineering properties:

Water content (ASTM D2216)

Atterberg limits (ASTM D4318)

Sieve analysis (ASTM D422)

Unconfined compressive strength of rock cores (ASTM D7012, Method C)

Procedural standards noted above are for reference to methodology in general. In some cases

variations to methods are applied as a result of local practice or professional judgment.

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

6 16 20 30 40

GRAIN SIZE DISTRIBUTION

U.S. SIEVE OPENING IN INCHES

USCS Classification AASHTO Classification Boring ID Depth LL

D100 D30

Cc Cu

Boring ID Depth D60 %Clay

36

44

69

52

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

12.5

9.5

12.5

19

7.4

4.8

8.5

7.1

16.6

4.2

12.0

3.6

D-1

D-1

D-1

D-1

41 3/4 1/2 60

fine

HYDROMETER

PL PI

D10 %Gravel %Sand %Silt

17

21

22

22

19

23

47

30

3/8 3 100 1403 2

COBBLESGRAVEL SAND

coarse medium

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

coarse fine

LEAN CLAY with SAND (CL)

LEAN CLAY (CL)

FAT CLAY with SAND (CH)

FAT CLAY (CH)

A-6(13)

A-7-6(22)

A-7-6(40)

A-7-6(29)

D-1

D-1

D-1

D-1

76.0

91.0

79.5

89.3

0.5 - 2

5 - 6.5

13.5 - 15

18.5 - 20

0.5 - 2

5 - 6.5

13.5 - 15

18.5 - 20

ASTM D422 / ASTM C136


PROJECT NUMBER: 04155197PROJECT: Turner Turnpike Widening - Bridge

D

SITE: South 209th West Avenue over TurnerTurnpike


CLIENT: Garver, LLC 6450 South Lewis Avenue, Tulsa,Oklahoma

EXHIBIT: B-2

LAB

OR

AT

OR

Y T

ES

TS

AR

E N

OT

VA

LID

IF S

EP

AR

AT

ED

FR

OM

OR

IGIN

AL

RE

PO

RT

.

GR

AIN

SIZ

E: U

SC

S &

AA

SH

TO

CO

MB

INE

D 0

415

5197

BR

IDG

E D

.GP

J T

ER

RA

CO

N20

12.G

DT

4/2

2/16

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

6 16 20 30 40




D100 D30

Cc Cu


39

43

44

25

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

12.5

19

4.75

19

5.6

7.0

0.0

4.6

8.9

3.5

1.8

41.2

D-2

D-2

D-2

D-3

41 3/4 1/2 60

fine

HYDROMETER

PL PI


18

21

20

48

21

22

24

NP

3/8 3 100 1403 2

COBBLESGRAVEL SAND

coarse medium


PE

RC

EN

T F

INE

R B

Y W

EIG

HT

coarse fine

LEAN CLAY (CL)

LEAN CLAY (CL)

LEAN CLAY (CL)

SANDY SILT (ML)

A-6(17)

A-7-6(20)

A-7-6(25)

A-4(0)

D-2

D-2

D-2

D-3 0.097

85.4

89.5

98.2

54.2

5 - 6.5

13.5 - 15

23.5 - 25

1 - 2.5

5 - 6.5

13.5 - 15

23.5 - 25

1 - 2.5




D




EXHIBIT: B-3

LAB

OR

AT

OR

Y T

ES

TS

AR

E N

OT

VA

LID

IF S

EP

AR

AT

ED

FR

OM

OR

IGIN

AL

RE

PO

RT

.

GR

AIN

SIZ

E: U

SC

S &

AA

SH

TO

CO

MB

INE

D 0

415

5197

BR

IDG

E D

.GP

J T

ER

RA

CO

N20

12.G

DT

4/2

2/16

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

6 16 20 30 40




D100 D30

Cc Cu


43

36

45

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

9.5

19

9.5

5.2

16.7

0.4

21.5

26.4

3.4

D-4

D-4

D-5

41 3/4 1/2 60

fine

HYDROMETER

PL PI


18

17

20

25

19

25

3/8 3 100 1403 2

COBBLESGRAVEL SAND

coarse medium


PE

RC

EN

T F

INE

R B

Y W

EIG

HT

coarse fine

LEAN CLAY with SAND (CL)

SANDY LEAN CLAY with GRAVEL (CL)

LEAN CLAY (CL)

A-7-6(17)

A-6(8)

A-7-6(26)

D-4

D-4

D-5

0.139

73.3

56.9

96.2

2 - 3.5

8.5 - 10

0.5 - 2

2 - 3.5

8.5 - 10

0.5 - 2




D




EXHIBIT: B-4

LAB

OR

AT

OR

Y T

ES

TS

AR

E N

OT

VA

LID

IF S

EP

AR

AT

ED

FR

OM

OR

IGIN

AL

RE

PO

RT

.

GR

AIN

SIZ

E: U

SC

S &

AA

SH

TO

CO

MB

INE

D 0

415

5197

BR

IDG

E D

.GP

J T

ER

RA

CO

N20

12.G

DT

4/2

2/16

LPILE LPILESoil Effective Undrained Internal Soil

Modulus Unit Shear Friction StrainSoil Top Bottom k2 Weight Strength3 Angle RQD4 Factor

Layer (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm

1 Soft Clay (1) 0 2 283 110 250 0 0.02252 Stiff Clay without Free Water (3) 2 13.5 525 110 1,500 0 0.00833 Stiff Clay without Free Water (3) 13.5 18.5 428 110 1,000 0 0.01044 Stiff Clay without Free Water (3) 18.5 29 912 48 3,500 0 0.00525 Weak Rock (8) 29 39.5 11,000 68 110 0 55 0.00056 Weak Rock (8) 39.5 71.5 11,000 68 110 0 80 0.0005

NOTES:

1. Design depth to subsurface water is about 18.5 feet.2. Value given for Weak Rock is E ri in psi.3. Uniaxial compressive strength for rock, in psi.4. Value given for RQD estimated from field data and sample examination.

UNDRAINED CONDITIONS


Turner Turnpike Widening - Bridge DTerracon Project No. 04155197

Depth to Soil Layer

TABLE B.1

D-1LATERAL CAPACITY ANALYSESDESIGN SOIL PARAMETERS FOR

LPILESoil Type

Project No. 04155197 Terracon Consultants, Inc.




1 Soft Clay (1) 0 2 283 105 250 0 0.02252 Stiff Clay without Free Water (3) 2 8.5 428 110 1,000 0 0.01043 Stiff Clay without Free Water (3) 8.5 19.5 622 110 2,000 0 0.00714 Weak Rock (8) 19.5 34 11,000 68 110 0 55 0.00055 Weak Rock (8) 34 65.5 11,000 68 110 0 80 0.0005

NOTES:

1. Design depth to subsurface water is about 19.5 feet.2. Value given for Weak Rock is E ri in psi.3. Uniaxial compressive strength for rock, in psi.4. Value given for RQD estimated from field data and sample examination.

Depth to Soil Layer

Soil Type


D-2

TABLE B.2

LATERAL CAPACITY ANALYSES


LPILE


DESIGN SOIL PARAMETERS FOR





1 Silt (7) 0 2.5 25 110 250 0 0.02252 Sand (4) 2.5 5.5 35 115 2,000 27 ----3 Weak Rock (8) 5.5 9 11,000 68 110 0 55 0.00054 Weak Rock (8) 9 41.5 11,000 68 110 0 80 0.0005

NOTES:

1. Design depth to subsurface water is about 5 feet.2. Value given for Weak Rock is E ri in psi.3. Uniaxial compressive strength for rock, in psi.4. Value given for RQD estimated from field data and sample examination.


Soil Type

Depth to Soil Layer



D-3


DESIGN SOIL PARAMETERS FOR

LPILE

TABLE B.3





1 Sand (1) 0 2 132 105 250 0 ----2 Stiff Clay without Free Water (3) 2 8.5 428 110 1,000 0 0.01043 Stiff Clay without Free Water (3) 8.5 14.5 1,008 110 4,000 0 0.00484 Weak Rock (8) 14.5 24 11,000 130 110 0 55 0.00055 Weak Rock (8) 24 55 11,000 68 110 0 80 0.0005

NOTES:

1. Design depth to subsurface water is about 23 feet.2. Value given for Weak Rock is E ri in psi.3. Uniaxial compressive strength for rock, in psi.4. Value given for RQD estimated from field data and sample examination.



Depth to Soil LayerLPILESoil Type

TABLE B.4

D-4 and D-4A

DESIGN SOIL PARAMETERS FORUNDRAINED CONDITIONS






1 Soft Clay (1) 0 2 283 110 250 0 0.02252 Stiff Clay without Free Water (3) 2 14.5 1,008 110 4,000 0 0.00483 Weak Rock (8) 14.5 25 11,000 130 110 0 80 0.00054 Weak Rock (8) 25 46 11,000 68 110 0 80 0.0005

NOTES:

1. Design depth to subsurface water is about 25 feet.

3. Uniaxial compressive strength for rock, in psi.4. Value given for RQD estimated from field data and sample examination.

Terracon Project No. 04155197Creek County, Oklahoma

Depth to Soil LayerLPILESoil Type

2. Value given for Weak Rock is E ri in psi.

TABLE B.5

D-5LATERAL CAPACITY ANALYSESDESIGN SOIL PARAMETERS FOR

UNDRAINED CONDITIONSTurner Turnpike Widening - Bridge D


APPENDIX C

SUPPORTING DOCUMENTS

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Texas Cone Penetrometer

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Loose

Very Stiff

Standard Penetration orN-Value

Blows/Ft.

Ring SamplerBlows/Ft.

Ring SamplerBlows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

WA

TE

R L

EV

EL

Auger

Shelby Tube

Grab Sample

FIE

LD

TE

ST

S

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field

visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

8 - 15

Split Spoon

Rock Core

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff

less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

SA

MP

LIN

G

< 55 - 12> 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)

ST

RE

NG

TH

TE

RM

S Unconfined CompressiveStrength, Qu, psf

4 - 8

GENERAL NOTES

Texas Cone

(HP)

(T)

(b/f)

(PID)

(OVA)

(TCP)

Pressure Meter

Exhibit C-1

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol

Group Name B

Coarse Grained Soils: More than 50% retained on No. 200 sieve

Gravels: More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels: Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines: More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands: 50% or more of coarse fraction passes No. 4 sieve

Clean Sands: Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines: More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils: 50% or more passes the No. 200 sieve

Silts and Clays: Liquid limit less than 50

Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K,L,M

PI 4 or plots below “A” line J ML Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OL Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays: Liquid limit 50 or more

Inorganic: PI plots on or above “A” line CH Fat clay K,L,M

PI plots below “A” line MH Elastic Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

6010

2

30

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”

whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to

group name. M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.

Exhibit C-2

Exhibit C-3

AASHTO SOIL CLASSIFICATION SYSTEM

jegranadosrueda_agy

Text Box

Exhibit C-3

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Typewritten Text

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Exhibit C-3

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Documents

Geotechnical Engineering Report - PIKEPASS: Faster. … D - 04155197.Bridge D.Report... · This geotechnical engineering report has been completed for the proposed bridge along South