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Geotechnical Engineering Report Turner Turnpike Widening – Bridge C

Bridge Crossing: West 151st Street South

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 ....................................................................................................... 6

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

Exhibit 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 C

BRIDGE CROSSING: WEST 151ST STREET SOUTH

CREEK COUNTY, OKLAHOMA

Terracon Project No. 04155197

June 1, 2016

INTRODUCTION

This geotechnical engineering report has been completed for the proposed bridge along West 151st

Street South over the Turner Turnpike Widening in Creek County, Oklahoma (Appendix A, Figure A-

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

of approximately 39.5 to 51 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 C will be a 4-span bridge to be constructed along West 151st

Street South 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 South of the existing West 151st Street South bridge over the Turner

Turnpike in Creek County, Oklahoma.

Geotechnical Engineering Report

Turner Turnpike Widening – Bridge C (West 151st Street South)

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


SUBSURFACE CONDITIONS

3.1 Geology

Based on 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 Chanute and Dewey Units.

The Chanute Unit consists predominantly of gray shale and tan sandstone. The sandstone and

shale are soft and non-resistant to erosion. The shale in the lower portion of the unit is clayey

and is sandy in upper portion. The total thickness of the unit ranges from about 15 to 30 feet.

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.

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 4 inches Topsoil N/A

Surface 2 2 9 inches Asphalt N/A

Stratum 1 2.5 to 8.5 feet Lean clay, sandy lean clay, silty sand

Clay: Medium stiff to

very stiff

Sand: Dense

Stratum 2 5 to 19 feet Shaley lean clay Very stiff to hard

Stratum 3 3,4 29.5 to 51 Shale, sandstone Shale: Soft to hard

Sandstone: Cemented

1. Encountered in borings C-1, C-2, C-4 and C-5.

2. Encountered in boring C-3.

3. Sandstone was encountered in boring C-2 at about 29.5 to 31.5 feet.

4. All borings terminated in this stratum at approximate depths of 39.5 to 51 feet.





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)

C-1 823.9 Shale 14.0 809.9

C-2 812.2 Shale 9.5 802.7

C-2A 811.8 Shale 9.0 802.8

C-3 812.9 Shale 14.0 798.9

C-4 811.4 Shale 14.0 797.4

C-5 808.5 Shale 19.0 789.5

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

C-1 Not encountered

to 10.0 feet

Not encountered

to 813.9 feet 24.0 799.9





Boring

Groundwater Levels (feet)

While Drilling 24 hours After Drilling

Depth Elevation Depth Elevation

C-2 Not encountered

to 10.0 feet

Not encountered

to 802.2 feet 3.0 809.2

C-2A Not encountered

to 10.0 feet

Not encountered

to 801.8 feet 6.0 805.8

C-3 Not encountered

to 10.0 feet

Not encountered

to 802.9 feet Not determined N/A

C-4 Not encountered

to 10.0 feet

Not encountered


C-5 Not encountered

to 10.0 feet

Not encountered


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

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

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

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

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

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

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

C-1 14.0 809.9

C-2 9.5 802.7

C-2A 9.0 802.8

C-3 14.0 798.9

C-4 14.0 797.4

C-5 19.0 789.5

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.

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.

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

FAR

JM

FAR

NKT

04155197

SEE BAR SCALE

04155197

APRIL 2016

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

TURNER TURNPIKE WIDENING - BRIDGE CWEST 151ST STREET SOUTH OVER TURNER TURNPIKE

CREEK COUNTY, OKLAHOMA

APPROXIMATE SITE LOCATION

APP

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C-2A

C-3

C-4

C-5

BORI

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NOF

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ELEV

. (FT

)

C-1

653+

3811

7' LT

823.9

C-2

653+

3272

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812.2

C-2A

653+

2574

' LT

811.8

C-3

654+

065'

LT81

2.9

C-4

654+

8883

' RT

811.4

C-5

655+

6013

9' RT

808.5




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 3/8" rebars for benchmarks BM #111 and BM #112

(see Exhibit A-2, Boring Location Plan) with elevations of 830.20 and 818.90 feet, respectively.

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 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.

8.5

14.0

4" TopsoilLEAN CLAY WITH SAND (CL), brown (7.5YR,4/3), soft tomedium stiff

gray (7.5YR, 5/1) at 2 feet

olive (5Y,4/3) at 5 feet

SHALEY LEAN CLAY (CL), brown (7.5YR,4/3), hard

SHALE+, olive (5Y,4/3), soft

3-3-3N=6

2-1-2N=3

4-3-4N=7

12-18-29N=47

32-50/6"N=50/6"

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

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

72

95

19

22

15

15

18

48-16-32

37-19-18

815.5

810

12

18

14

18

12

See Exhibit A-2

Hammer Type: Automatic+Classification estimated from disturbed samples. Core samplesand petrographic analysis may reveal other rock types.

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

LOCATION

DEPTH

GR

AP

HIC

LO

G

Station: 653+38 Offset: 117' LT

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ

West 151st St. South over Turner Turnpike Creek County, OklahomaSITE:

WATER LEVEL OBSERVATIONS

Page 1 of 2

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

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

9522 E 47th Pl Ste DTulsa, OK

Notes:

Project No.: 04155197

Drill Rig: ATV 840

Boring Started: 3/22/2016

BORING LOG NO. C-1Garver, LLCCLIENT:

Driller: JB

Boring Completed: 3/22/2016

PROJECT: Turner Turnpike Widening - Bridge C

See Appendix C for explanation of symbols andabbreviations.

See Appendix B for description of laboratoryprocedures and additional data (if any).

Exhibit:

See Exhibit A-3 for description of field procedures.

Not Encountered to 10 feet While Drilling

24 ft After 24 Hours A-4-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)

Surface Elev.: 823.9 (Ft.) DE

PT

H (

Ft.)

5

10

15

20

25

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

30.0

46.5

SHALE+, olive (5Y,4/3), soft (continued)

SHALE+, dark gray (10YR,4/1), moderately hard to hard

Boring Terminated at 46.5 Feet

50/1"50/3/4"

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

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

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

50/1/4"50/0"50/2"

14

12

794

777.5

3

2

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 2 of 2




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:




FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

30

35

40

45

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

2.0

5.0

9.5

4" TopsoilSANDY LEAN CLAY (CL), olive (5Y,4/3), medium stiff

SHALEY LEAN CLAY (CL), olive (5Y,4/3), hard

WEATHERED SHALE+, olive gray (5Y,4/2), soft to moderatelyhard

SHALE+, olive gray (5Y,4/2), soft to moderately hard

dark gray (5Y,4/1) below 14.5 feet

3-3-3N=6

6-12-21N=33

21-31-50/6"N=50/6"

27-45-50/3"N=50/3"

REC = 100%RQD = 73%

REC = 100%RQD = 72%

REC = 100%RQD = 89%

6217

15

14

12

37-18-19810

807

802.5

18

18

18

18

40

130

70

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 1 of 2

Advancement Method:Power Auger to 9.5 feetDiamond Core Bit below 9.5 feet



Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:




FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

5

10

15

20

25

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

29.5

31.5

39.5

SHALE+, olive gray (5Y,4/2), soft to moderately hard(continued)

SANDSTONE+, gray (10YR,5/1), cemented

SHALE+, gray (10YR,5/1), soft to moderately hard


REC = 98%RQD = 90%

REC = 97%RQD = 80%

REC = 98%RQD = 73%

782.5

780.5

772.5

200

50

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 2 of 2

Advancement Method:Power Auger to 9.5 feetDiamond Core Bit below 9.5 feet



Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:




FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

30

35W

AT

ER

LE

VE

LO

BS

ER

VA

TIO

NS

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

9.0

See Boring C-2 for Soil Stratification

SHALE+, dark gray (10YR,4/1), moderately hard27-50/5"N=50/5"

50/2"50/1 3/4"

50/3"50/1"

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

11803 18

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 1 of 2




Notes:


Drill Rig: ATV 840


BORING LOG NO. C-2AGarver, LLCCLIENT:

Driller: JB





Exhibit:




FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

5

10

15

20

25

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

42.0

SHALE+, dark gray (10YR,4/1), moderately hard (continued)

Boring Terminated at 42 Feet

50/5/8"50/1/2"50/4"

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

50/1"50/1"

50/1/2"50/0"50/4"

10

14770

3

1

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 2 of 2




Notes:


Drill Rig: ATV 840


BORING LOG NO. C-2AGarver, LLCCLIENT:

Driller: JB





Exhibit:




FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

30

35

40

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

2.5

14.0

9" AsphaltSILTY SAND (SM), brown (7.5YR,4/4) to yellowish-brown(10YR,5/8), dense

SHALEY LEAN CLAY (CL), olive (5Y,4/4), very stiff

olive-brown (2.5Y,4/4), hard below 5 feet

SHALE+, olive-brown (2.5Y,4/4), moderately hard to hard

8-10-21N=31

5-6-15N=21

9-21-37N=58

12-30-43N=73

43-50/3"N=50/3"

50/1 1/4"50/1"

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

38

93

12

11

14

13

16

NP

42-20-22

810.5

799

18

16

16

18

18

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 1 of 2




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:



A-7-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

5

10

15

20

25

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

46.5

SHALE+, olive-brown (2.5Y,4/4), moderately hard to hard(continued)

greenish-gray (10YR,5/1) below 30 feet


50/1"50/1/4"

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

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

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

50/5/8"50/1/2"50/4"

10

15

766.5

1

3

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 2 of 2




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:



A-7-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

30

35

40

45

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

5.0

14.0

4" TopsoilSANDY LEAN CLAY (CL), brown (7.5YR,4/4), medium stiff tostiff

yellowish-brown (10YR,5/8) below 2 feet

SHALEY LEAN CLAY (CL), brown (7.5YR,4/4), hard

SHALE+, olive-brown (2.5Y,4/4), soft

3-3-3N=6

1-3-5N=8

10-17-15N=32

16-28-43N=71

24-50/6"N=50/6"

50/2 1/2"50/1 5/8"

50/3 1/2"50/2 9/16"

65

93

23

21

14

13

13

48-16-32

34-16-18

806.5

797.5

14

14

18

18

10

See Exhibit A-2



LOCATION

DEPTH

GR

AP

HIC

LO

G

Station: 654+88 Offset: 83' RT

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 1 of 2




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:



A-8-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

5

10

15

20

25

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

30.0

46.5

SHALE+, olive-brown (2.5Y,4/4), soft (continued)

SHALE+, gray (10YR,5/1), soft to moderately hard


50/1"50/5/8"

50/2 1/4"50/1 5/8"

50/6"

50/5/16"50/0"

50/13/16"50/1/8"

50/5/16"50/1/8"50/4"

22

14

781.5

765

3

4

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 2 of 2




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:



A-8-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

30

35

40

45

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

2.0

8.5

19.0

4" TopsoilSANDY LEAN CLAY (CL), brown (7.5YR,4/4), medium stiff

LEAN CLAY (CL), yellowish-brown (10YR,5/6), stiff

SHALEY LEAN CLAY (CL), brownish-yellow (10YR,6/6), hard

olive-brown (2.5Y,4/4) below 13.5 feet

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

2-3-3N=6

5-6-6N=12

5-6-8N=14

16-21-32N=53

16-29-36N=65

40-50/6"N=50/6"

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

58

90

21

19

18

12

19

15

29-14-15

36-18-18

806.5

800

789.5

18

18

18

18

18

12

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 1 of 3




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:



A-9-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

5

10

15

20

25

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

35.0

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

SHALE+, gray (10YR,5/1), soft to hard

50/2 1/4"50/2 1/16"

50/0"50/0"

50/1 1/2"50/1"50/6"

50/11/16"50/3/16"

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

50/1/2"

19773.5

6

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 2 of 3




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:



A-9-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

30

35

40

45

50

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

51.0SHALE+, gray (10YR,5/1), soft to hard (continued)

Boring Terminated at 51 Feet

50/3/16"50/1"757.5

0

See Exhibit A-2



LOCATION

DEPTH

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.

031

351

53A

-PR

OJ

LOG

041

5519

7 B

RID

GE

C.G

PJ



Page 3 of 3




Notes:


Drill Rig: ATV 840



Driller: JB





Exhibit:



A-9-

FIE

LD T

ES

TR

ES

ULT

S

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

ELEVATION (Ft.)


PT

H (

Ft.)

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

SA

MP

LE T

YP

E

RE

CO

VE

RY

(In

.)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

FOUNDATION REPORT

(SHEET 1 OF 2)

Turner Turnpike Widening - Bridge C

West 151st St. South over Turner Turnpike

ROCK REC = 100%

RQD = 73%

UCS = 40

ROCK REC = 100%

RQD = 72%

UCS = 130

ROCK REC = 100%

RQD = 89%

UCS = 70

ROCK REC = 98%

RQD = 90%

ROCK REC = 97%

RQD = 80%

UCS = 200

ROCK REC = 98%

RQD = 73%

UCS = 50

823.4

821.9

818.9

815.4

810.4

808.9

803.9

799.9

798.9

793.9

793.4

788.9

783.9

778.9

778.4

823.9

821.9

818.9

815.4

809.9

793.9

811.7

810.2

809.2

807.2

803.7

802.7

801.2

797.7

794.2

792.7

790.2

787.7

782.7

781.2

777.7

775.2

812.2

810.2

807.2

802.7

797.7

782.7

780.7

805.8

803.3

801.3

796.3

791.3

786.3

785.3

781.3

776.3

771.3

770.8

802.8

Based on 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 Chanute and

Dewey Units.

The Chanute Unit consists predominantly of gray shale and tan

sandstone. The sandstone and shale are soft and non-resistant to erosion.

The shale in the lower portion of the unit is clayey and is sandy in upper

portion. The total thickness of the unit ranges from about 15 to 30 feet.

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.

FOUNDATION REPORT

(SHEET 2 OF 2)

Turner Turnpike Widening - Bridge C

West 151st St. South over Turner Turnpike

811.9

810.4

807.9

804.4

799.4

797.9

792.9

787.9

783.4

782.9

777.9

772.9

768.4

767.9

812.9

810.4

807.9

782.9

798.9

810.9

809.4

806.4

802.9

797.9

796.4

791.4

786.4

781.9

781.4

776.4

771.4

766.9

766.4

811.4

809.4

806.4

797.4

781.4

808.0

806.5

803.5

800.0

795.0

790.0

788.5

783.5

778.5

774.0

773.5

768.5

763.5

759.0

758.5

808.5

806.5

800.0

795.0

789.5

773.5

Based on 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 Chanute and

Dewey Units.

The Chanute Unit consists predominantly of gray shale and tan

sandstone. The sandstone and shale are soft and non-resistant to erosion.

The shale in the lower portion of the unit is clayey and is sandy in upper

portion. The total thickness of the unit ranges from about 15 to 30 feet.

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.

Exhibit A-11

Boring C-2

Depth: 9.5’ to 19.5’

Boring C-2

Depth: 19.5’ to 29.5’

Exhibit A-11

Boring C-2

Depth: 29.5’ to 39.5’

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 D-2216)

Atterberg limits (ASTM D-4318)

Sieve analysis (ASTM D-422)

Unconfined compressive strength of rock cores

(ASTM D-7012)

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

48

37

37

NP

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

9.5

4.75

19

9.5

3.5

0.0

6.6

3.3

24.3

4.7

31.3

58.7

C-1

C-1

C-2

C-3

41 3/4 1/2 60

fine

HYDROMETER

PL PI

D10 %Gravel %Sand %Silt

16

19

18

NP

32

18

19

NP

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)

SANDY LEAN CLAY (CL)

SILTY SAND (SM)

A-7-6(21)

A-6(18)

A-6(9)

A-4(0)

C-1

C-1

C-2

C-3 0.159

72.2

95.3

62.1

37.9

2 - 3.5

8.5 - 10

0.5 - 2

1 - 2.5

2 - 3.5

8.5 - 10

0.5 - 2

1 - 2.5

ASTM D422 / ASTM C136


PROJECT NUMBER: 04155197PROJECT: Turner Turnpike Widening - Bridge C

SITE: Creek County, Oklahoma

CLIENT: Garver, LLC

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

. G

RA

IN S

IZE

: US

CS

& A

AS

HT

O C

OM

BIN

ED

041

551

97 B

RID

GE

C.G

PJ

TE

RR

AC

ON

2012

.GD

T 4

/20

/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


42

48

34

29

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

12.5

25

9.5

4.75

2.2

10.8

2.0

0.0

4.9

24.4

4.5

41.8

C-3

C-4

C-4

C-5

41 3/4 1/2 60

fine

HYDROMETER

PL PI


20

16

16

14

22

32

18

15

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)


A-7-6(22)

A-7-6(18)

A-6(16)

A-6(5)

C-3

C-4

C-4

C-5 0.081

92.9

64.8

93.5

58.2

5 - 6.5

0.5 - 2

8.5 - 10

0.5 - 2

5 - 6.5

0.5 - 2

8.5 - 10

0.5 - 2





CLIENT: Garver, LLC

EXHIBIT: B-3

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2012

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0

5

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25

30

35

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65

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75

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85

90

95

100

0.0010.010.1110100

6 16 20 30 40




D100 D30

Cc Cu


36

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

9.5 2.6 7.3

C-5

41 3/4 1/2 60

fine

HYDROMETER

PL PI


18 18

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) A-6(16)

C-5 90.1

8.5 - 10

8.5 - 10





CLIENT: Garver, LLC

EXHIBIT: B-4

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2012

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TABLE B.1

C-1LATERAL CAPACITY ANALYSESDESIGN SOIL PARAMETERS FOR

UNDRAINED CONDITIONSTurner Turnpike Widening - Bridge C

Terracon Project No. 04155197Creek County, Oklahoma

LPILE LPILESoil Effective Undrained Internal Soil

Depth to SoilLayer Modulus Unit Shear Friction Strain

Soil LPILE Top Bottom k2 Weight Strength3 Angle RQD4 Factor

Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm 1 Soft Clay (1) 0 2 283 110 250 0 0.02252 Soft Clay (1) 2 5 283 105 250 0 0.02253 Stiff Clay without Free Water (3) 5 8.5 428 110 1,000 0 0.01044 Stiff Clay without Free Water (3) 8.5 14 1,008 120 4,000 0 0.00485 Weak Rock (8) 14 24 11,000 130 110 0 79 0.00056 Weak Rock (8) 24 46.5 11,000 68 110 0 79 0.0005

NOTES:

1. Design depth to subsurface water is about 24 feet.2. Value given for Weak Rock is Eri in psi.3. Uniaxial compressive strength for rock, in psi.4. Value given for RQD estimated from field data and sample examination.

Exhibit B-5

TABLE B.2







Layer Soil Type (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 5 1,008 58 4,000 0 0.00483 Weak Rock (8) 5 9.5 11,000 68 110 0 79 0.00054 Weak Rock (8) 9.5 29.5 11,000 68 110 0 79 0.00055 Weak Rock (8) 29.5 31.5 0 68 0 38 79 0.00056 Weak Rock (8) 31.5 39.5 11,000 68 110 0 79 0.0005

NOTES:

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

Exhibit B-6

TABLE B.4


UNDRAINED CONDITIONSTurner Turnpike Widening – Bridge C





Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm 1 Sand (5) 0 2.5 93 120 0 30 ----2 Stiff Clay without Free Water (3) 2.5 14 1,008 120 4,000 0 0.00483 Weak Rock (8) 14 46.5 11,000 130 110 0 79 0.0005

NOTES:

1. Design depth to subsurface water is greather than about 47 feet.2. Value given for Weak Rock is Eri in psi.3. Uniaxial compressive strength for rock, in psi.4. Value given for RQD estimated from field data and sample examination.

Exhibit B-7

TABLE B.5


UNDRAINED CONDITIONSTurner Turnpike Widening – Bridge C





Layer Soil Type (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 5 428 110 1,000 0 0.01043 Stiff Clay without Free Water (3) 5 14 1,008 120 4,000 0 0.00484 Weak Rock (8) 14 46.5 11,000 130 110 0 79 0.0005

NOTES:


Exhibit B-8

TABLE B.6







Layer Soil Type (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 8.5 622 115 2,000 0 0.00713 Stiff Clay without Free Water (3) 8.5 19 1,008 120 4,000 0 0.00484 Weak Rock (8) 19 51 11,000 130 110 0 79 0.0005

NOTES:


Exhibit B-9

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

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Exhibit C-3

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Exhibit C-3

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