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Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek

Pawnee County, Oklahoma

Job Piece No. 28877(04)

September 16, 2013

Terracon Project No. 04135141

Prepared for:

Garver, LLC

Tulsa, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

September 16, 2013

Garver, LLC 6450 South Lewis, Suite 300 Tulsa, Oklahoma 74136

Attn: Mr. Brad Thompson, P.E.

Re: Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek Pawnee County, Oklahoma Job Piece No. 28877(04) Terracon Project Number: 04135141

Dear Mr. Thompson:

lrerracan

Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number P04130363 dated June 12, 2013. This report presents the findings of the subsurface exploration and provides geotechnical recommendations for the design and construction of bridge foundations as related to the subsurface conditions encountered at the borings.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc. Cert. of Auth. #CA-4531 exp. 6/30/15

Vffl!l.r.E Oklahoma No. 25692

Enclosures Addressee (3 via US Mail and 1 via email)

Michael H. Homan, P.E. Regional Manager

Terracon Consultants, Inc. 9522 East 47th Place, Unit 0 Tulsa, Oklahoma 74145 P (918) 250 0461 F (918) 250 4570 terracon.com

Geotechnical • Env1ro11mental • Construction Materials • Facilities

TABLE OF CONTENTS

Responsive ■ Resourceful ■ Reliable

INTRODUCTION ............................................................................................................. 1 1.0

PROJECT INFORMATION ............................................................................................. 1 2.0

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

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

SUBSURFACE CONDITIONS ........................................................................................ 2 3.0

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

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

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

BRIDGE FOUNDATION CONSIDERATIONS ................................................................. 3 4.0

4.1 Driven Piles .......................................................................................................... 4

4.2 Drilled Piers ......................................................................................................... 4

4.3 Spread Footings .................................................................................................. 5

GENERAL COMMENTS ................................................................................................. 6 5.0

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Map

Exhibit A-2 Boring Location Plan

Exhibit A-3 Field Exploration Description

Exhibit A-4 to A-10 Boring Logs

Exhibit A-11 Subsurface Profile

APPENDIX B – SUPPORTING INFORMATION

Exhibit B-1 Laboratory Testing

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes

Exhibit C-2 Unified Soil Classification System

Exhibit C-3 General Notes – Description of Rock Properties

Responsive ■ Resourceful ■ Reliable 1

GEOTECHNICAL ENGINEERING REPORT

US-64 BRIDGE OVER COWSKIN CREEK

PAWNEE COUNTY, OKLAHOMA

JOB PIECE NO. 28877(04)

Terracon Project No. 04135141

September 16, 2013

INTRODUCTION 1.0

This geotechnical engineering report has been completed for the proposed US-64 Bridge over

Cowskin Creek in Pawnee County, Oklahoma. Seven borings were extended to depths of

approximately 40 to 100 feet below existing ground surface. The boring logs and boring

location plan showing the approximate boring locations are found in Appendix A.

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

recommendations relative to:

subsurface soil and rock conditions bridge foundations

groundwater conditions

PROJECT INFORMATION 2.0

2.1 Project Description

Item Description

Site layout See Appendix A, Figure A-2 Boring Location Plan

Proposed Construction

Existing five-span bridge will be widened and rehabilitated. The

interior bent locations will be supported on drilled piers, and the

abutments will be supported on driven piles. Drilled shafts or spread

footings may be considered at the south abutment.

2.2 Site Location and Description

Item Description

Location US-64 at Cowskin Creek crossing in Pawnee County, Oklahoma

Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141


SUBSURFACE CONDITIONS 3.0

3.1 Geology

Based on the results of our borings and information published in the Oklahoma Department of

Transportation manual, “Engineering Classification of Geologic Materials: Division 8”, this

project is mapped within the Tallant Unit. The land surface of the unit is characterized by

escarpments and fairly steep sandstone-capped hills with narrow shale valleys. In Pawnee

County, The Tallant Unit consists of about 55 percent shale and 45 percent sandstone.

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 1.5 to 2 feet at

Borings B-1 and B-6 Concrete, aggregate base, sand N/A

Stratum 1 48.5 and 8.5 feet at

Borings B-1 and B-6

Fill: Sand with varying amounts of

silt, silt with varying amounts of

sand, lean clay with varying

amounts of sand

N/A

---- 4 to 10 feet at

Borings B-2 to B-5 Water (Cowskin Creek) N/A

Stratum 2 8.5 to 66.5 feet

Lean clay with varying amounts of

sand, sand with varying amounts of

silt and gravel, highly weathered

sandstone, shaley fat clay

N/A

Stratum 3

Boring termination

depths of 40.1 to

100.1 feet

Sandstone, shale

Sandstone: poorly

cemented to cemented

Shale: Soft to moderately

hard



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

presented on the boring logs in Appendix A.

3.3 Groundwater

Below depths of about 10 feet, we advanced Borings B-1, B-6,and B-6A using wet rotary drilling

techniques. Borings B-2 through B-5 were drilled from a barge within Cowskin Creek. After

completion of the borings, water was bailed from boreholes B-1 and B-6. We observed

groundwater at the following depths and times:

Boring Water Level (feet)

While Drilling After Drilling

Depth (ft) Elevation Depth (ft) Elevation

B-1 None to 10 - 30 733

B-2 NA - NA -

B-3 NA - NA -

B-4 NA - NA -

B-5 NA - NA -

B-6 None to 10 - 22 746.5

B-6A None to 10 - NA -

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 4.0

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

used to support the interior bents. As an alternative, the south abutment could be supported on

drilled shafts or a spread foundation. Recommendations regarding the design and construction

of driven pile, drilled pier, and spread footing foundations are presented in the following

sections. Our analysis is based on AASHTO’s LRFD Bridge Design Specifications, 6th Edition,

2012.

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



Boring Top of Bedrock Bearing Material (feet)

Depth Elevation

B-1 66.5 696.5

B-2 29 696

B-3 27 697.5

B-4 17.5 707

B-5 10.5 714.5

B-6 8.5 760

B-6A 8.5 760

4.1 Driven Piles

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

abutment. 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 could be designed using a maximum working stress in the pile of

25 percent of the steel’s yield strength.

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 at least 1 foot into the bedrock. Pre-drilling may be required to achieve minimum

pile lengths due to shallow rock at the proposed abutment locations. 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.

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

experience total settlements less than 1 inch.

4.2 Drilled Piers

We recommend drilled piers bear in the sandstone or shale bedrock. We understand a bridge

engineer will design drilled piers based on the Texas Cone penetrometer values provided on the

attached boring logs.



A heavy-duty drill rig equipped with a rock auger will be required to penetrate the bedrock.

Based on the results of the borings, casing will 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.

The following parameters could be used for the bedrock materials to input into the computer

program L-Pile for drilled shaft lateral load analysis:

Unit Weight (pcf) 1 Young’s Modulus (ksf)

2 K_rm

75 140,000 0.0005

1. Assumes water table at or above rock surface

2. Does not include factor of safety or LRFD resistance factor

4.3 Spread Footings

Spread footings used to support the south abutment (Borings B-6 and B-6A) should be

designed using the following parameters:

DESCRIPTION Design Resistance Factor1

Nominal Bearing 48 ksf 0.45

Allowable Bearing 16 ksf N/A

Bearing Material (depth) Sandstone (8.5 feet)

Estimated total settlement Less than ½ inch

1. From Table 10.5.5.2.2-1, AASHTO LRFD Bridge Design Specifications, 5th Ed, 2010.

Footing excavations should be free of loose and disturbed material, debris, and water when

concrete is placed. Concrete should be placed as soon as possible after excavation is

completed to reduce the potential for wetting, drying, or disturbance of the bearing materials.

We understand that you need a bearing pressure in the rock to analyze existing spread footings

at the interior bents. Footings at our boring locations could be analyzed using the following

parameters:



LOCATION DESCRIPTION Design Resistance Factor1

Boring B-2 Nominal Bearing 75 ksf 0.45








1. From Table 10.5.5.2.2-1, AASHTO LRFD Bridge Design Specifications, 5th Ed, 2010.

GENERAL COMMENTS 5.0

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 or biological (e.g., mold, fungi, bacteria) 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

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 74146FAX. (918) 250-4570PH. (918) 250-0461

VER

DC

VER

MHH

04135141

SEE BAR SCALE

04135141

SEPTEMBER 2013

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

U.S. 64 OVER COWSKIN CREEKPAWNEE COUNTY, OKLAHOMA

APPROXIMATE SITE LOCATION

© 2013 GOOGLE

N

APPROXIMATE SCALE IN FEET

1600 0 800 1600

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.Consulting Engineers and Scientists

EXHIBIT NO.


VER

DC

VER

MHH

04135141

SEE BAR SCALE

04135141

SEPTEMBER 2013

BORING LOCATION PLAN

A-2GEOTECHNICAL EXPLORATION

U.S. 64 OVER COWSKIN CREEKPAWNEE COUNTY, OKLAHOMA

BORI

NGST

ATIO

NOF

FSET

**EL

EV. (

FT)

B-1

24+8

011

' LT

763.1

B-2

25+8

632

' RT

725.0

B-3

26+4

425

' LT

724.6

B-4

27+2

026

' RT

724.6

B-5

27+6

516

' LT

725.0

B-6 &

B-6

A28

+80

11' R

T76

8.5

**OFF

SETS

BAS

ED O

N US

64 ℄

APP

ROXI

MATE

SCA

LE IN

FEE

T

600

3060

BENC

HMAR

K: C

HISL

ED "X

"EL

EVAT

ION

764.8

4 FEE

T

B-1

B-2

B-3

B-4

B-5

B-6 &

B-6

A

25+00

26+00

27+00

28+00

29+00

U.S.

64 ℄

COW

SKIN

CRE

EK C

HANN

EL ℄

EXIS

TING

BRI

DGE

PROP

OSED

PIE

R W

IDEN

ING

(TYP

.)

PROP

OSED

ABU

TMEN

T W

IDEN

ING

(TYP

.)


Responsive ■ Resourceful ■ Reliable Exhibit A-3

Field Exploration Description

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

this Appendix. Terracon’s drill crew laid out the borings by measuring horizontal distances with a

cloth tape and estimating right angles. Surface elevations at the boring locations were

referenced to a chiseled “X” at the west side of the existing north abutment, which has a

reported elevation of 764.84 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 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.

An automatic drive hammer was used to advance the split-barrel. A greater efficiency is

achieved with the automatic drive hammer compared to the conventional safety drive hammer

operated with a cathead and rope.

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. Core samples and petrographic analysis may reveal

other rock types.

Core samples of bedrock materials were obtained using an 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 logs. 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 logs in Appendix A.

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


Responsive ■ Resourceful ■ Reliable Exhibit A-3

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.

13.5

18.5

23.5

28.5

12" Concrete6" Aggregate Base6" SandFILL - SANDY LEAN CLAY , with gravel, dark yellowish-brown(10YR 3/6) and gray (10YR 5/1)

(light olive-brown (2.5Y 5/6) below 8.5 feet)

FILL - LEAN CLAY , with sand, olive-brown (10YR 3/2) anddark grayish-brown (2.5Y 3/2)

FILL - SILT , with sand, very dark grayish-brown (2.5Y 3/2)

FILL - SILTY SAND , trace gravel, yellow (2.5Y 7/6)

FILL - LEAN CLAY , trace sand, yellowish-red (5YR 5/6)

(dark yellowish-brown (10YR 4/4) below 33.5 feet)

14

14

15

15

14

9

17

16

749.5

744.5

739.5

734.5

54

77

72

31

91

18

16

22

28

16

19

21

19

2-2-5N=72-2-3N=5

3-5-5N=10

2-2-3N=5

2-4-6N=10

6-4-3N=7

5-4-5N=9

2-2-5N=7

33-20-13

41-23-18

NP

NP

30-17-13

Hammer Type: Automatic+Classification estimated from disturbed or core samples.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 See Exhibit A-2

Station: 24+80 Offset: 11' 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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ

Pawnee County, OklahomaSITE:

WATER LEVEL OBSERVATIONS

Page 1 of 3

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

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

,

Notes:

Project No.: 04135141

Drill Rig: ATV

Boring Started: 8/15/2013

BORING LOG NO. B-1GARVER, LLC.CLIENT:

Driller: SB

Boring Completed: 8/15/2013

A-4

30 ft 30 feet after drilling

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.

none to 10 feet while drilling

PROJECT: US-64 over Cowskin Creek

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

Surface Elev.: 763.1 (Ft.)

ATTERBERGLIMITS

LL-PL-PI

38.5

43.5

48.5

66.5

FILL - LEAN CLAY , trace sand, yellowish-red (5YR 5/6)(continued)

FILL - SANDY SILT , dark yellowish-brown (10YR 3/6)

FILL - POORLY GRADED SAND , with sandstone fragments,gray (2.5Y 6/1)

SILTY SAND (SM), very dark grayish-brown (2.5Y 3/2), looseto medium dense

SHALE+, gray (2.5Y 6/1), soft to moderately hard

18

17

16

9

16

16

3

724.5

719.5

714.5

696.5

65

42

24

16

17

18

21

20

18

2-3-3N=6

15-21-10N=31

3-5-5N=10

8-12-8N=20

2-2-2N=4

3-3-3N=6

N=50/3"

50/7/8"50/9/16"

NP

NP



LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 2 of 3



,

Notes:


Drill Rig: ATV



Driller: SB


A-4




Exhibit:




UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

40

45

50

55

60

65

70

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

100.1

SHALE+, gray (2.5Y 6/1), soft to moderately hard (continued)

Boring Terminated at 100.1 Feet663

50/2-7/8"50/2-5/8"

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

50/9/16"50/3/16"

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

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

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



LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 3 of 3



,

Notes:


Drill Rig: ATV



Driller: SB


A-4




Exhibit:




UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

75

80

85

90

95

100

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

5.0

12.0

21.0

27.0

29.0

water (Cowskin Creek)

FINE SAND (SP), light yellowish-brown (2.5Y 6/4) andolive-yellow (2.5Y 6/8), dense

FINE SAND (SP), dark yellowish-brown (10YR 3/6) and gray(10YR 5/2), loose

SANDY LEAN CLAY (CL), with sand seams, very dark gray(2.5Y 3/1), very soft

FINE SAND (SP), with sandstone gravel, dark gray (2.5Y 4/1)

SANDSTONE+, trace shale seams, gray (2.5Y 5/1), poorlycemented to cemented

13

6

13

8

11

2

720

713

704

698

696

17

25

28

19

12

9-11-19N=30

1-2-1N=3

1-2-3N=5

0-0-0N=0

11-4-4N=8

N=50/2"50/9/16"50/5/16"

50/5/16"50/3/16"

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2

Station: 25+86 Offset: 32' 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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

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Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS

Page 1 of 2

Advancement Method:Wash Bore

Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-5



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

46.0

59.0

SANDSTONE+, trace shale seams, gray (2.5Y 5/1), poorlycemented to cemented (continued)

SHALE+, with sandstone seams, gray (2.5Y 5/1), soft tomoderately hard

Boring Terminated at 59.1 Feet

679

666

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

50/5/16"50/0"

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

50/5/16"50/3/16"

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


LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

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Page 2 of 2


Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-5



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

40

45

50

55

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

10.0

21.0

27.0

36.5


LEAN CLAY (CL), black (10YR 2/1), very soft

FINE SAND (SP), light olive-brown (2.5Y 5/4), loose

SANDSTONE+, light olive-brown (2.5Y 5/4), poorly cementedto cemented

18

6

3

714.5

703.5

697.5

688

18

17

0-0-0N=0

4-5-2N=7

N=50/3"50/13/16"50/3/8"

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


LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

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41.G

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Page 1 of 2


Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-6



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

41.5

46.5

51.0

57.1

SHALE+, light olive-brown (2.5Y 5/4), soft

SANDSTONE+, light olive-brown (2.5Y 5/4), poorly cemented

SANDSTONE+, with interbedded shale seams, lightolive-brown (2.5Y 5/4), poorly cemented

SANDSTONE+, light olive-brown (2.5Y 5/4), poorly cemented


683

678

673.5

667.5

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

50/9/16"50/3/16"

50/9/16"50/1/8"

50/15/16"50/1/4"

50/5/8"50/5/16"


LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 2 of 2


Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-6



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

40

45

50

55

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

9.0

15.0

17.5

21.5

33.0


LEAN CLAY (CL), black (10YR 2/1), very soft

CLAYEY GRAVEL WITH SAND (GC), black (10YR 2/1),medium dense

SANDSTONE+, light yellowish-brown (2.5Y 6/4), poorlycemented

SHALE+, light yellowish-brown (2.5Y 6/4), soft

SANDSTONE+, light yellowish-brown (2.5Y 6/4), cemented

18

8

715.5

709.5

707

703

691.5

67

15

0-0-0N=0

19-50/6"N=50/6"

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

50/1-1/4"50/7/16"

50/1-1/4"50/1/8"

50/1-5/16"50/1/2"


LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 1 of 2


Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-7



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

38.0

44.0

47.1

SANDSTONE+, light yellowish-brown (2.5Y 6/4), cemented(continued)SHALE+, with interbedded sandstone seams, lightyellowish-brown (2.5Y 6/4), moderately hard

SANDSTONE+, light yellowish-brown (2.5Y 6/4), cemented


686.5

680.5

677.5

50/7/8"50/1/4"

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

50/9/16"50/5/16"


LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 2 of 2


Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-7



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

40

45

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

4.0

5.0

8.0

10.5

19.5

31.5

34.5


LEAN CLAY (CL), with sandstone fragments, olive-brown(2.5Y 4/4), very softWEATHERED SANDSTONE+, olive-brown (2.5Y 4/4), poorlycemented

SHALEY FAT CLAY (CH), strong brown (7.5YR 4/6) and darkgray (7.5YR 4/1), very stiff

SHALE+, with interbedded sandstone seams, light olive-brown(2.5Y 5/4) and dark gray (2.5Y 4/1), soft to moderately hard

SANDSTONE+, with shale seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), cemented

SHALE+, with sandstone seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), moderately hard

SANDSTONE+, with shale seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), cemented

5

9

3

721

720

717

714.5

705.5

693.5

690.5

14

19

24

0-0-8N=8

14-10-10N=20

N=50/3"50/1-1/16"50/3/16"

50/7/8"50/3/8"

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

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

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


LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 1 of 2


Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-8



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

42.1

SANDSTONE+, with shale seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), cemented (continued)

Boring Terminated at 42.1 Feet683

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

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


LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 2 of 2


Abandonment Method:

,

Notes:


Drill Rig: ATV



Driller: SZ


A-8



Exhibit:



UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

40

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

8.5

10.0

12.0

17.0

22.0

12" Concrete6" Aggregate BaseFILL - SILTY SAND , brownish-yellow (10YR 6/8)

SANDSTONE+, pale brown (2.5Y 8/4), poorly cemented

SANDSTONE+, olive-yellow (2.5Y 6/6), poorly cemented

(cemented below 11.5 feet)

SANDSTONE+, with interbedded shale seams, sandy lean clayseams, and roots, olive-yellow (2.5Y 6/6) and gray (2.5Y 6/1),cemented

SHALE+, with sandstone seams, olive-brown (2.5Y 4/3) andolive-yellow (2.5Y 6/6), soft to moderately hard

SHALE+, dark gray (2.5Y 4/1), soft to moderately hard

100

110

150

200

120

11

14

12760

758.5

756.5

751.5

746.5

30

13

12

9

4-4-4N=8

5-3-15N=18

46-50/6"N=50/6"

REC=71%RQD=21%

REC=70%RQD=35%

REC=100%RQD=93%

REC=100%RQD=98%

REC=80%RQD=77%

REC=100%RQD=98%

NP



LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 1 of 2



,

Notes:


Drill Rig: ATV



Driller: SB


A-9




Exhibit:




UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

42.0

SHALE+, dark gray (2.5Y 4/1), soft to moderately hard(continued)

Boring Terminated at 42 Feet

140

726.5

REC=100%RQD=95%



LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 2 of 2



,

Notes:


Drill Rig: ATV



Driller: SB


A-9




Exhibit:




UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

RE

CO

VE

RY

(In

.)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

40

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

8.5

17.0

Not sampled see log of boring B-6

SANDSTONE+, poorly cemented to cemented

SHALE+, soft to moderately hard

760

751.5

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

50/2-1/2"50/1-15/16"

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

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

50/1-7/8"50/1-1/16"

50/2-3/16"50/2-3/8"



LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 1 of 2



,

Notes:


Drill Rig: ATV


BORING LOG NO. B-6AGARVER, LLC.CLIENT:

Driller: SB


A-10



Exhibit:




UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

40.1

SHALE+, soft to moderately hard (continued)

Boring Terminated at 40.1 Feet728.5 50/1-1/8"

50/1/2"



LOCATION

DEPTH

GR

AP

HIC

LO

G See Exhibit A-2


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.

GE

O S

MA

RT

LO

G-N

O W

ELL

041

351

41.G

PJ



Page 2 of 2



,

Notes:


Drill Rig: ATV


BORING LOG NO. B-6AGARVER, LLC.CLIENT:

Driller: SB


A-10



Exhibit:




UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

ELEVATION (Ft.)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

FIE

LD T

ES

TR

ES

ULT

S

DE

PT

H (

Ft.)

40

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S


ATTERBERGLIMITS

LL-PL-PI

Consulting Engineers and Scientists


2 ~ ; ~ ; C>

§ ~ c:: 0 "" "-

§ "" C>

i,; 0 "-... "' ~ :z §

"' 0 2 0 "" ... "' i f;

"' lo. 9

~ b z: !Q .,, g .,, z ii< g

]Z_ "' :;: ....

Boring No. B-1 Surface Elev. (Ft.): 763.1



0 SPT-1·N=7

;SOIL REC=14 °(1n.)-SPT-2;N=5 r-s

;SOIL REC=14 (In.) D01'1t---, LL= 33; PL= 20; Pl=13

SPT-3;N=10/10 ;SOIL REC=15 (In.)

SPT-4;N=5 ;SOIL REC=15 (In.)~

LL= 41; PL= 23; Pl=18 SPT-5;N=10

;SOIL REC=14 (In.)~ LL= NP; PL= NP; Pl=NP tool---...


LL= NP; PL= NP; Pl=NP SPT-7;N=9

;SOIL REC=17 (In.)~ LL= 30; PL= 17; Pl=13


SPT-9;N=6 ;SOIL REC=18 (ln.)--40-

ll= NP; PL= NP; Pl=NP

SPT-1 O;N=31 __ ;SOIL REC=17 (In.) 45

SPT-1 t;N=10 ;SOIL REC=16 (ln.)----so

LL= NP; PL= NP; Pl=NP

SPT-12;N=20 ;SOIL REC=9 (ln.)-----SS

SPT-13;N=4 ;SOIL REC=16 (ln.)--60-

SPT-14;N=6 __ ;SOIL REC=l 6 (In.) 65

SPT-15;SOIL REC=3 (ln.)-

TCP 50/7/8"~ 50/9/16"

TCP 50/2-7/8"~ 50/2-5/8"

TCP 50/1/2"~ 50/1/16"

TCP 50/9/16"~ 50/3/16"

TCP 50/3/4"~ 50/1/4"

TCP 50/3/8"~ 50/1/8"

TCP 50/1/2"~ 50/1/8"

6" Aggregate Base 6" Sand fill - SANDY I.UN CW , with gravel, dark yellowish-brawn (1 OYR 3/6) and gray (10YR 5/1) 12" Concrete (light olive-brawn (2.5Y 5/6) below 8.5 feet) fill - LEAN CW , with sand, ollve-brown ( 1 CYR 3/2) and dark grayish-brawn (2.5Y 3/2) Fill - SILT , with sand, very dark grayish-brawn (2.5Y 3/2) Fill - SILTY SAND , trace gravel, yellow (2.5Y 7 /6)

Fill - LEAN CLAY , trace sand, yellowlsh-red (5YR 5/6) (dark yellowish-brown (10YR 4/ 4) below 33.5 feet) fill - SANDY SILT , dark yellowish-brawn (1 OYR 3/6)

Fill - POORLY GRADED SAND , with sandstone fragments, gray (2.5Y 6/1)

SILTY SANO (SM). very dark grayish-brown (2.5Y 3/2), loose to medium dense

.511AL£±, gray (2.5Y 6/1 ), soft to moderately hard

LIGEND

5

SPT-1;N=30 __ ;SOIL REC=13 (In.) 10

SPT-2;N=3 ;SOIL REC=6 (ln.)--

15 . SPT-3;N=5 : :

;SOIL REC=13 (In.) __ _ 20

SPT-4;N=O ;SOIL REC=8 (ln.)--

25 SPT-5;N=8 __ _

;SOIL REC=11 (In.) SPT-6;SOIL REC=2 (ln.)7 30

TCP 50/9/16" 50/5/16" /35

TCP 50/5/16"/ 50/3/16" (40

TCP 50/1/2"/ 50/3/16" ~

TCP 50/5/15•/ 50/0" {50

TCP 50/5/8"/ 50/1/4" /55

TCP 50/5/16"/ 50/3/16" r---

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

Groundwater levels were obtained during the drilling operations, and may fluctuate throughout the year.

DB Diamond Drilling Bit MC = Moisture Content LL = Liquld LJmtt

Waler level +2.4 houn after drilling

SPT = Spill Spoon Sampler N Number of Blows for 12 inches TCP = Texas Cone Penelramaler REC = Recovery RQD = Rock Qual Desi nation

PL = Plastic Limit Pl = Plastlctty Index P200 = Passing #200 Sieve Size UCS = Unconfined Com ressive Siren th

water (Cowskln Creek)

nNE SANO (SP), light yell owl sh-brawn (2.5Y 6/ 4) and olive-yellow (2.5Y 6/8), dense

nNE SAND (SP), dark yellowish-brown (1 CYR 3/6) and gray (10YR 5/2), loose

SANDY LEAN CLAY (CL), with 1and seams, very dark gray (2.5Y 3/1 ), very soft nNE SAND (SP), with 1andslone gravel, dark gray (2.5Y 4/1)

SANDSTONE+, trace shale seams, gray (2.5Y 5/1 ), poorly cemented lo cemented

.stlAI.£±, with sandstone 1eams, gray (2.5Y 5/1 ), soft to moderately hard

0 724.6

5

10

15 SPT-1;N=O __ _

;SOIL REC=18 (In.) 20

SPT-2;N=7 ;SOIL REC=6 (ln.)--2-5

SPT-3;SOIL REC=3 (In.) ~

TCP 50/13/15•/ 30 50/3/8" ~

TCP 50/1/2"/ 35

50/1/B" ~

TCP 50/2-3/4"/ 40 50/1-1/B" ~.:

TCP 50/9/16"/ 45 : . 50/3/16" . :

TCP 50/9/16";;; :-:1----50/1/8" ~ ·-·+-----...

TCP 50/15/15•/ 55 : · 50/1/4" ~.

TCP 50/5/8"/ 50/5/16"

water (Cowsktn Creek)

W.N CW (CL), black (10YR 2/1), very soft

flNE SAND SP , light olive-brown 2.5Y 5/ 4), loose

SANDSTONE+, light olive-brown (2.5Y 5/ 4), poorly cemented to cemented

.sHALE.±, llghl olive-brown (2.5Y 5/ .4), soft

SANDSTONE+, light olive-brown (2.5Y 5/ 4), poorly cemented SANDSTONE+, with inlerbeddad shals seams, Tight olive-brown (2.5Y 5/ 4), poorly cemented SANDSTONE+, light olive-brown (2.SY 5/ 4), poorly cemented

Project Manager: VER Praject No.: 04135141

llerracon Approved by: MHH

Checked by: VER Date: SEPTEMBER 2013


0

5

10 SPT-1;N=O

;SOIL REC=18 (ln.)--15

SPT-2;N=50/6"

724.6

;SOIL REC=B (In.)~ : : 20 . ...+--~

TCP 50/2" . 50/1-3/B" ~

TCP 50/1-1/4"/ 25

50/7/16" r---

waler (Cowsktn Creek)

LEAN CLAY CL , black (1 CYR 2/1 , very soft CW['( GRAVEL WITH ~. black (10YR 2/1), medium dense SANDSTONE+, light yellowish-brown (2.5Y 6/ .4), poorty cemented

SHALE+, light yellowish-brown (2.5Y 6/ 4), soft

TCP 50/1-1/4"/ 30 50/1/8" r--- · · SANDSTONE+, light

TCP 50/1-5/16"/ 35 : : yellowish-brown (2.5Y 6/.4), 5011; 2·;;; · · cemented

SHALE+, with lnterbadded TCP 50/7 /8" .4Q t::=!---- sandstone seams, light

50/1/4";;; yellowish-brown (2.5Y 6/.4), moderately hard

TCP 50/1/2" 45 : : SANDSTONE+, light 50/1/8"/ yellowish-brown (2.5Y 6/.4),

cemented

TCP 50/9/16" 50/5/16"

SUBSURFACE PROFILE

US-64 OVER COWSKIN CREEK


EXHIBIT

A-8

SHEET 1 or 2

Consulting Engineers and Scientists


~

"-"! :.; ~ :.; 0

§ :l c:: ii! a. .... 0

"' "" 0

l>i ~ ~ ~ 0

"' 0

"' ... "' i e. "' != 0 :::J ~ 15 :z: !!l

§ ~ :z

~ ~ "' !

Boring No. 8-5 Surface Elev. (Ft.): 725.0

Boring No. 8-6 Surface Elev. (rt.): 768.5

Sorin~ No. 8-6A urface Elev. (Ft.): 768.5

0

SPT-2;N=20 ___ . ;SOIL REC=9 (In.) 10 #+--

water (Cowskln Cr11k) LEAN CLAY (CL). with sandstone fragments, olive-brown (2.SY 4/4), wry soft WEAntERED

RQD=95"

SPT-J;SOIL REC=J (In.) ~

TCP 50/1-1/16"/ 15~+---.

SANDSTONE t, olive-brown (2.5Y 4/ 4), poorly cemented

685

Groundwater l1¥1ls wera obtained during the drilling operations, and may fluctuate throughout the year.

Wafer level +24 houn ofter drllllng

S0/3/16"

TCP 5D/7/8"r-;; : : 50/3/8" : :

TCP 50/3/4"r-;; : __,: f--~ 50/1/4" : :

SHALEY FAT CLAY CH , strong brown 7.SYR 4/6) and dark gray (7.SYR 4/1 ), very stiff .sJ::IALE±, with interbedded sandstone seams, llght olive-brown (2.5Y 5/4) and dark gray (2.5Y 4/1), soft to moderately hard TCP 50/1/2"r-;; : :

50/1/8"

TCP 5D/3/4"r-;; : 50/1/8" .

TCP S0/5/16";-;; : -,-1: --

50/1/8" .

SANDSTONE+, with shale seams, ll~ht ollw-brown (2.5Y 5/ 4 and dark gray (2.5Y 4/1 , cemented SHALE+, with 1andllon1 1eam1, li~ht oliw-brown (2.5Y 5/ 4 and dark gray (2.5Y 4/1 , moderately hard SANDSTQNEt, with shale seams, li~ht oliw-brown (2.5Y 5/ 4 and dark gray (2.5Y 4/1 , cemented

TCP 50/1/8"f 50/1/8"

DB SPT =

=

N TCP = REC = RQD =

LEGEND

Diamond Dr!lllng Bit MC = Moisture Content Split Spoon Sampler LL = Liquid Limit

Number of Blows for t2 lnchas PL = Piastre Umlt T1xas Cone P1nelrom1ter Pl = Plasliaily Index Rec0¥1ry P200 = Passing f200 Sieve Size

Rock Qual Desi nation UCS = Unconfined Com ressl\'e Siren th

SANDSTONE+, pale brown (2.5Y 8/ 4), poorty cemented SANPSTONE+, olive-yellow (2.5Y 6/6), poorty cemented

(C1mented below 11.5 fief) SANDSTONE+, with lnltrb1dd1d shal1 seams, sandy lean clay seams, and roots, ollva-yellow (2.SY 6/6) and gray (2.SY 6/1 ), cemented SHALE t, with sandstone 11ams, ollw-brown (2.5Y 4/3l and ollVl-yellow (2.5Y 6/6 , toft lo moderately hard .sJW.E±, dark gray (2.5Y 4/1 ), soft lo moderately hard

0 768.5

Not sampled 111 log of 5 boring B-6

TCP 50%1/4"------W- : : 50 5/16" : · SANDSTONE+, poorly

cemented lo cemented TCP 50/2-1/2"~::

S0/1-15/16" .

.sHAl.E±, soft to moderately hard

Pro]ect Manager: VER Project No.: 04135141

llerracon Checked by: VER Date: SEPTEMBER 2013

SUBSURFACE PROFILE EXHIBIT

US-64 OVER COWSKIN CREEK A-8


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 A. 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

Atterberg limits

Sieve analysis

Unconfined compressive strength of rock cores

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 40 501.5 2006 810

54.5

77.3

72.5

31.4

90.7

20.5

1.1

0.0

1.4

0.0

14

LL PL PI

%Clay%Silt

41 3/4 1/2 60

fine

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

20

23

NP

NP

17

13

18

NP

NP

13

D100

Cc Cu

SILT OR CLAY

4

%Sand%GravelD30 D10

B-1

B-1

B-1

B-1

B-1

SANDY LEAN CLAY with GRAVEL(CL)

LEAN CLAY with SAND(CL)

SILT with SAND(ML)

SILTY SAND(SM)

LEAN CLAY(CL)

33

41

NP

NP

30

0.125

0.159

25

9.5

0.425

12.5

4.75

B-1

B-1

B-1

B-1

B-1

3.5

13.5

18.5

23.5

28.5

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

coarse fine

3/8 3 100 1403 2

COBBLESGRAVEL SAND

USCS Classification

25.0

21.6

27.2

67.1

9.3

D60

coarse medium

3.5

13.5

18.5

23.5

28.5

Boring ID Depth

Boring ID Depth

GRAIN SIZE DISTRIBUTIONASTM D422

,

PROJECT NUMBER: 04135141PROJECT: US-64 over Cowskin Creek

SITE: Pawnee County, Oklahoma

CLIENT: GARVER, LLC.

EXHIBIT: B-1

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

-2 0

4135

141

.GP

J T

ER

RA

CO

N20

12.G

DT

9/1

6/1

3

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 40 501.5 2006 810

65.4

41.7

30.1

4.9

0.0

1.0

14

LL PL PI

%Clay%Silt

41 3/4 1/2 60

fine

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

NP

NP

NP

NP

NP

NP

D100

Cc Cu

SILT OR CLAY

4

%Sand%GravelD30 D10

B-1

B-1

B-6

SANDY SILT(ML)

SILTY SAND(SM)

SILTY SAND(SM)

NP

NP

NP

0.131

0.168

19

2

9.5

B-1

B-1

B-6

38.5

48.5

3.5

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

coarse fine

3/8 3 100 1403 2

COBBLESGRAVEL SAND

USCS Classification

29.7

58.3

69.0

D60

coarse medium

38.5

48.5

3.5

Boring ID Depth

Boring ID Depth

GRAIN SIZE DISTRIBUTIONASTM D422

,

PROJECT NUMBER: 04135141PROJECT: US-64 over Cowskin Creek

SITE: Pawnee 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

-2 0

4135

141

.GP

J T

ER

RA

CO

N20

12.G

DT

9/1

6/1

3

APPENDIX C

SUPPORTING DOCUMENTS

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

Exhibit C-1

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

Ring Sampler

Grab Sample

8 - 15

Split Spoon

Macro Core

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

FIE

LD

TE

ST

S

(HP)

(T)

(b/f)

(PID)

(OVA)

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

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

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

< 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

Exhibit C-2

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-in. (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.

GENERAL NOTES Sedimentary Rock Classification

DESCRIPTIVE ROCK CLASSIFICATION:

LIMESTONE

DOLOMITE

CHERT

SHALE

SANDSTONE

CONGLOMERATE

Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains is called mudstone or claystone, siltstone, or shale. Modifiers such as shaly, sandy, dolomitic, calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone.

Light to dark colored, crystalline to fine-grained texture, composed of CaCo,, reacts readily with HCI.

Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO,)., harder than limestone, reacts with HCI when powdered.

Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz (Si02), brittle, breaks into angular fragments, will scratch glass.

Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers. The unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone.

Usually light colored, coarse to fine texture, composed of cemented sand size grains of quartz, feldspar, etc. Cement usually is silica but may be such minerals as calcite, iron-oxide, or some other carbonate.

Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble to cobble size (V2 inch to 6 inches). Cemented together with various cementing agents. Breccia is similar but composed of angular, fractured rock particles cemented together.

PHYSICAL PROPERTIES:

DEGREE OF WEATHERING

Slight

Moderate

High

Slight decomposition of parent material on joints. May be color change.

Some decomposition and color change throughout.

Rock highly decomposed, may be extremely broken.

HARDNESS AND DEGREE OF CEMENTATION

Limestone and Dolomite:

Hard Difficult to scratch with knife.

Moderately Hard

Soft

Can be scratched easily with knife, cannot be scratched with fingernail.

Can be scratched with fingernail.

Shale, Siltstone and Claystone

Hard

Moderately Hard

Soft

Can be scratched easily with knife, cannot be scratched with fingernail.

Can be scratched with fingernail.

Can be easily dented but not molded with fingers.

Sandstone and Conglomerate

Well Capable of scratching a knife blade. Cemented

Cemented

Poorly Cemented

Can be scratched with knife.

Can be broken apart easily with fingers.

BEDDING AND JOINT CHARACTERISTICS

Bed Thickness Very Thick

Thick Medium

Thin Very Thin Laminated

Joint Spacing Very Wide

Wide Moderately Close

Close Very Close

Dimensions >10'

3' . 10' 1' . 3' 2" - 1'

.4" . 2"

.1" - .4 "

Bedding Plane A plane dividing sedimentary rocks of the same or different lithology.

Joint

Seam

Fracture in rock, generally more or less vertical or transverse to bedding, along which no appreciable movement has occurred.

Generally applies to bedding plane with an unspecified degree of weathering.

SOLUTION AND VOID CONDITIONS

Solid

Vuggy (Pitted)

Porous

Cavernous

Contains no voids.

Rock having small solution pits or cavities \JP to V2 inch diameter, frequently with a mineral lining.

Containing numerous voids, pores, or other openings, which may or may not interconnect.

Containing cavities or caverns, sometimes quite large.

~~ ~~~~~~~~~l~rracon~ Form 110- 6·85

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