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Geotechnical Engineering Report Turner Turnpike Widening – Bridge B

Bridge Crossing: South 257th West Avenue

Creek County, Oklahoma

June 1, 2016

Terracon Project No. 04155197

Prepared for:

Garver, LLC

Tulsa, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

TABLE OF CONTENTS

Page

Responsive ■ Resourceful ■ Reliable

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

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

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

2.2 Site Location and Description .............................................................................. 2

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

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

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

3.3 Groundwater ........................................................................................................ 4

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-3 Grain Size Distribution

Exhibit B-4 to B-8 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 REPORTTURNER TURNPIKE WIDENING – BRIDGE C

BRIDGE CROSSING: SOUTH 257TH WEST AVENUECREEK COUNTY, OKLAHOMA

Terracon Project No. 04155197June 1, 2016

INTRODUCTION1.0

This geotechnical engineering report has been completed for the proposed bridge along South257th West Avenue over the Turner Turnpike Widening in Creek County, Oklahoma (Appendix A,Exhibit A-1). Six borings, designated B-1, B-2, B-2A, B-3, B-4, and B-5 were drilled for theproject to depths of approximately 35 to 55.5 feet below the existing ground surface. The boringlogs and a boring location plan showing the approximate boring locations are provided inAppendix A of this report.

The purpose of these services is to provide information and geotechnical engineeringrecommendations relative to:

n subsurface soil and rock conditions n bridge foundationsn groundwater conditions n LPILE parameters for lateral analysis

PROJECT INFORMATION2.0

2.1 Project Description

Item Description

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

Proposed Construction

Bridge B will be a 4-span bridge to be constructed along South 257th

West Avenue over the proposed Turner Turnpike Widening in CreekCounty, Oklahoma. We understand that the interior bridge bentlocations as well as Abutment No. 1 will be supported on drilledshafts and the Abutment No. 2 will be supported on driven piles.

Geotechnical Engineering ReportTurner Turnpike Widening – Bridge B (South 257th West Avenue)Creek County, Oklahoma ■ June 1, 2016 ■ Terracon Project No. 04155197


2.2 Site Location and Description

Item Description

Location South 257th West Avenue crossing over I-44 (Turner Turnpike) inCreek County, Oklahoma.

SUBSURFACE CONDITIONS3.0

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 bridgelocation consists of the Nellie Bly Unit. This unit consists predominantly of yellowish-brownshale and sandy shale with sandstone and siltstone. The shale ranges from clay shale in lowerportion to silty and sandy shale upward. The total thickness of this unit ranges from about 80 to280 feet.

3.2 Soil and Rock Conditions

The subsurface conditions encountered in the borings are shown on the boring logs and arebriefly described below. The stratification lines shown on the boring logs represent theapproximate boundary between soil and rock types; in-situ, the transition between materials maybe gradual and indistinct. Classification of bedrock materials was made from disturbed samplesand rock cores. Petrographic analysis may reveal other rock types.

Description Approximate Depth toBottom of Stratum Material Encountered Consistency/Density

Surface 1 1 4 inches Topsoil N/A

Surface 2 2 10 inches Asphalt N/A

Stratum 1 2 3 feet Fill: Silty, clayey sand with gravel N/A

Stratum 2 3 5 to 6 feetFat clay, shaley lean clay, sandy silt,

silty sand, sandy silty clay

Sand: Loose tomedium dense

Clay: Medium stiff tovery stiff

Stratum 3 4 8.5 feet Highly weathered sandstone Poorly cemented

Stratum 4 3Encountered to boringtermination depths ofabout 35 to 55.5 feet

Shale, sandstoneShale: Soft to hardSandstone: Poorly

cemented to cemented



Description Approximate Depth toBottom of Stratum Material Encountered Consistency/Density

Continued from page 31. Encountered in borings B-1, B-2, B-2A B-4 and B-5.2. Encountered in boring B-3.3. Fat clay was encountered in boring B-1 from about 18.5 feet to 24 feet.4. Encountered in boring B-5

Laboratory tests were conducted on selected soil and rock core samples. The test results arepresented 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 competentbedrock depth and elevation at the respective boring locations. The depth to the top of competentbedrock encountered in the borings corresponds to the depths at which the penetration from aStandard Penetration test (SPT), conducted in accordance to ASTM D 1586, was less than orequal to 6 inches with 50 blows. Based on current “State of Oklahoma Department ofTransportation Specifications for the Geotechnical Investigations of Bridges and RelatedStructures”, we understand that the required rock penetration does not begin until competentbedrock is encountered. The rock penetration consists of seven continuous passing Texas ConePenetrometer (TCP) tests spaced at 5-foot intervals for a total of 30 feet of bedrock penetration inaccordance with the ODOT Specifications for Geotechnical Investigations. Thus, depths to top ofcompetent rock and the corresponding elevations shown in table do not necessarily coincide withthe depths to top of weathered rock and the corresponding elevations shown on the boring logs.

Approximate Competent Bedrock Depth and Elevation

BoringNo.

GroundElevation

(feet)Competent Bedrock Material

Depth to Top ofCompetent Rock

(feet)

Elevation of Top ofCompetent Rock

(feet)B-1 802.9 Shale 24 779

B-2 764.3 Sandstone 5 759.5

B-2A 764.5 Sandstone 5 759.5

B-3 767.7 Sandstone 9 758.5

B-4 773.8 Shale 9 765

B-5 808.5 Shale 8.5 768.5



3.3 Groundwater

The boreholes were observed while drilling and 24 hours after boring completion for the presenceand level of groundwater. Below depths of about 1.5 to 9 feet, we advanced the borings usingwet rotary drilling techniques. We observed groundwater at the following depths and times:

Boring

Groundwater Levels (feet)

While Drilling After Drilling 24 hours After DrillingDepth Elevation Depth Elevation Depth Elevation

B-1Not

encounteredto 1.5 feet

Notencounteredto 801.5 feet

18.5 784.5 5.5 797.5

B-2Not

encounteredto 5 feet


34 730.5 4.5 760

B-2ANot



34 730.5Not

determinedN/A

B-3Not



6 761.5Not

determinedN/A

B-4Not


Notencounteredto 769 feet

35 739 14 760

B-5Not


Notencounteredto 772 feet

29 748 29 748

Long-term monitoring with observation wells, sealed from the influence of surface water, would berequired to accurately define the potential range of groundwater conditions. Fluctuations in thegroundwater 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. Thepossibility of groundwater level fluctuations and the presence of perched water should beconsidered when designing and developing the construction plans for the project.

BRIDGE FOUNDATION CONSIDERATIONS4.0

Driven pile foundations can be used to support Abutment No. 2 and drilled shafts can be used tosupport the interior bents and Abutment No. 1. Shale and sandstone was encountered in thebridge borings. The shale and sandstone will adequately support the bridge structure. Specificrecommendations regarding the design and construction of driven pile and drilled shaft



foundations are presented in the following sections. The tables attached in Appendix B presentdesign parameters to be used in LPILE analyses.

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

BoringTop of Bedrock Bearing Material (feet)

Depth ElevationB-1 24 779

B-2 5 759.5

B-2A 5 759.5

B-3 9 758.5

B-4 9 765

B-5 8.5 768.5

4.1 Driven Piles

Driven steel HP piles driven to practical refusal in the bedrock can be used to support theabutments. According to AASHTO’s LRFD Bridge Design Specifications, the nominalresistance of piles driven to bear on hard rock where pile penetration into the rock formation isminimal is controlled by the structural limit state of the pile. Pile capacity will depend on thecross-section and the steel grade. The piles should be designed using a maximum workingstress 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 theresults of the borings. However, variations can occur in the density and strength of the soil andthe depth and quality of the bedrock. Because of the high driving resistance anticipated in thebedrock materials, we recommend that the piles be equipped with driving tips that can endurehigh driving stresses.

Piles should be installed in accordance with Section 514 of ODOT’s Standard Specifications forHighway Construction. All piles should be driven until satisfactory driving resistance isdeveloped for the design load bearing capacity using an appropriate pile driving formulaapproved by ODOT. Pre-drilling will be required in order to achieve minimum pile lengths.

Driven pile foundations designed and constructed as recommended above are expected toexperience total settlements of less than 1 inch.



4.2 Drilled Shafts

We understand a bridge engineer will design drilled shafts based on the Texas Conepenetrometer values provided on the attached boring logs. We recommend that the proposeddrilled shafts bear in the shale or sandstone bedrock.

A heavy-duty drill rig equipped with a rock auger or core barrel will be required to penetrate thebedrock. Based on the Texas Cone Penetrometer values measured in our borings, the drillingcontractor should anticipate difficult drilling in the shale bedrock.

Based on the results of the borings, casing may be required to maintain open pier excavationsand control water inflow. To facilitate pier construction, concrete should be on-site and ready forplacement as pier excavations are completed. A sufficient head of concrete should bemaintained in the casing as it is being pulled to prevent an influx of soft soil or water into theexcavations. Also, concrete having a slump of at least 5 inches should be used to prevent theconcrete from arching in the casing.

4.3 Seismic Considerations

Reference Site Classification

2012 AASHTO LRFD Bridge Design Specifications 1 C

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

GENERAL COMMENTS5.0

Terracon should be retained to review the final design plans and specifications so commentscan be made regarding interpretation and implementation of our geotechnical recommendationsin the design and specifications. Terracon also should be retained to provide observation andtesting services during grading, excavation, foundation construction and other earth-relatedconstruction phases of the project.

The analysis and recommendations presented in this report are based upon the data obtainedfrom the borings performed at the indicated locations and from other information discussed inthis report. This report does not reflect variations that may occur between borings, across thesite, or due to the modifying effects of construction or weather. The nature and extent of suchvariations may not become evident until during or after construction. If variations appear, weshould be immediately notified so that further evaluation and supplemental recommendationscan be provided.

Geotechnical Engineering Report

Turner Turnpike Widening – Bridge B (South 257th West Avenue)

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


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

VER

JM

VER

MHH

04155197

SEE BAR SCALE

04155197

APRIL 2016

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

TURNER TURNPIKE WIDENING - BRIDGE BMILE POST 203 TO 210

CREEK COUNTY, OKLAHOMA

APPROXIMATE SITE LOCATION

LEGE

NDBO

RING

LOCA

TION

DIAG

RAM

IS F

OR G

ENER

AL LO

CATI

ON O

NLY,

AN

D IS

NOT

INTE

NDED

FOR

CON

STRU

CTIO

N PU

RPOS

ES

N

VER JM VER

MHH

0415

5197

SEE

BAR

SCAL

E

0415

5197

APRI

L 201

6

BORI

NG LO

CATI

ON P

LAN

A-2

GEOT

ECHN

ICAL

EXP

LORA

TION

TURN

ER T

URNP

IKE

WID

ENIN

G - B

RIDG

E B

MILE

POS

T 20

3 TO

210

CR

EEK

COUN

TY, O

KLAH

OMA

BASE

DRA

WIN

G PR

OVID

ED B

Y GA

RVER

B-1

B-2

B-2A

B-3

B-4

B-5

STAT

IONS

AND

OFF

SETS

BAS

ED O

N I-4

4 ℄

BORI

NGST

ATIO

NOF

FSET

ELEV

. (FT

)

B-1

547+

2320

2' RT

802.9

B-2

547+

8555

' RT

764.3

B-2A

547+

9353

' RT

764.5

B-3

548+

706'

LT76

7.7

B-4

549+

1583

' LT

773.8

B-5

549+

6795

' LT

777.0

APP

ROXI

MATE

SCA

LE IN

FEE

T

050

50




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 and Oklahoma North Modified State Plane Coordinates (NAVD 88) at the

boring locations were obtained by Anderson Surveying, Inc. Surface elevations and stations were

referenced to the 3/8" rebars for benchmarks BM #102 and BM #103 (see Exhibit A-2, Boring

Location Plan) with elevations of 801.79 and 778.53 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 B-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




Responsive ■ Resourceful ■ Reliable Exhibit A-3

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.

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.

16.0

18.5

24.0

4" TopsoilSANDSTONE+, brownish-yellow (10YR,6/8), cemented

HIGHLY WEATHERED SANSTONE+, brownish-yellow(10YR,6/8), poorly cemented

FAT CLAY (CH), reddish-brown (5YR,4/4), very stiff

SHALE+, reddish-brown (5YR,4/4), soft to hard

50/2"50/3/16"50/1/4"

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

50/1/16"50/0"

10-15-17N=32

21-50/6"N=50/6"50/1 1/2"

96

11

22

17

54-23-31

787

784.5

779

2

18

16

See Exhibit A-2

Hammer Type: Automatic+Classification estimated from disturbed samples. Coresamples and 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: 547+23 Offset: 202' 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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J

Creek County, OklahomaSITE:

WATER LEVEL OBSERVATIONS

Page 1 of 3

Advancement Method:Power Auger to 1 feetWash Boring below 1 feet

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

9522 E 47th Pl Ste DTulsa, OK

Notes:

Project No.: 04155197

Drill Rig: ATV

Boring Started: 3/29/2016

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

Driller: AS

Boring Completed: 3/29/2016

18.5 ft After Boring

PROJECT: Turner Turnpike Widening - Bridge B

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 fieldprocedures.

Not Encountered to 1.5 feet While Drilling

5.5 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.: 802.9 (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)

SHALE+, reddish-brown (5YR,4/4), soft to hard (continued) 50/7/16"

50/0"50/1/16"

50/1/8"50/3/16"

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

50/1"

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

50/9/16"

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 2 of 3




Notes:


Drill Rig: ATV



Driller: AS






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

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)

55.5

SHALE+, reddish-brown (5YR,4/4), soft to hard (continued)

becoming gray (10YR,5/1) below 54.5 feet

Boring Terminated at 55.5 Feet

50/3/16"

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

14747.5 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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 3 of 3




Notes:


Drill Rig: ATV



Driller: AS






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.)

55

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

11.0

4" TopsoilFAT CLAY (CH), brown (7.5YR,4/3), stiff

SHALEY LEAN CLAY (CL), with sandstone fragments,greenish-gray (GLEY1,5/10GY), stiff

SANDSTONE+, strong brown (7.5YR,6/4), cemented

with shale seams, gray (10YR,5/1) at 6 feet

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

2-3-5N=8

3-5-6N=11

50/3"REC = 83%RQD = 83%

REC = 100%RQD = 63%

REC = 100%RQD = 82%

REC = 100%RQD = 82%

REC = 90%RQD = 88%

9523

17

17

55-22-33762.5

759.5

753.5

18

4

4440

370

850

1060

See Exhibit A-2

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


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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 1 of 2

Advancement Method:Power Auger to 5 feetDiamond Core Bit below 5 feet



Notes:


Drill Rig: ATV



Driller: AS


34 ft After Boring




Exhibit:


Not Encountered to 5 feet While Drilling


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

Boring Terminated at 35 Feet

REC = 97%RQD = 80%

REC = 88%RQD = 63%

729.5

310

2200

See Exhibit A-2

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


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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 2 of 2

Advancement Method:Power Auger to 5 feetDiamond Core Bit below 5 feet



Notes:


Drill Rig: ATV



Driller: AS


34 ft After Boring




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)

5.0

11.0

See Boring B-2 for Soil Stratification

SANDSTONE+, strong brown (7.5YR,6/4), cemented

with shale seams, gray (10YR,5/1) at 6 feet

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

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

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

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

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

759.5

753.5

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 1 of 2




Notes:


Drill Rig: ATV


BORING LOG NO. B-2AGarver, LLC.CLIENT:

Driller: AS


34 ft Not Encountered After Boring




Exhibit:



A-6-

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)

35.5

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


50/7/16"50/3/16"

50/3/8"50/1/16"

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

729

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 2 of 2




Notes:


Drill Rig: ATV


BORING LOG NO. B-2AGarver, LLC.CLIENT:

Driller: AS






Exhibit:



A-6-

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)

3.0

9.0

14.5

10" AsphaltFILL - SILTY CLAYEY SAND WITH GRAVEL , brown(7.5YR,5/4) to light brownish-gray (2.5Y,6/2)

SHALEY LEAN CLAY (CL), gray (5YR,5/1) to reddish-gray(5YR,5/2), very stiff

gray (2.5Y,6/1) below 7 feet

SANDSTONE+, olive-yellow (2.5Y,6/6) to gray (2.5Y,6/1)and brown (7.5YR,5/3), cemented

SHALE+, gray (2.5Y,5/1) to dark gray (2.5Y,4/1),moderately hard to hard

15-13-13N=26

15-19-20N=39

17-50/3"N=50/3"50/1/8"50/1/8"

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

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

50/3/16"

379

12

13

19-13-6

764.5

758.5

753

18

18

9

See Exhibit A-2



LOCATION

DEPTH

GR

AP

HIC

LO

G

Station: 548+70 Offset: 6' 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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 1 of 2




Notes:


Drill Rig: ATV



Driller: AS


6 ft After Boring




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)

40.0

SHALE+, gray (2.5Y,5/1) to dark gray (2.5Y,4/1),moderately hard to hard (continued)

Boring Terminated at 40 Feet

50/1/16"50/4"

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

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

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

50/2"

14

17727.5

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 2 of 2




Notes:


Drill Rig: ATV



Driller: AS


6 ft After Boring




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

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)

2.2

5.0

9.0

17.0

19.5

6" TopsoilSANDY SILT (ML), yellow (2.5Y,7/6), medium dense

SHALEY LEAN CLAY (CL), yellow (2.5Y,7/6) and light gray(2.5Y,7/1), stiff to very stiff

SHALEY LEAN CLAY (CL), light yellowish-brown(2.5Y,6/3), very stiff

SHALE+, light yellowish-brown (2.5Y,6/3) to reddish-brown(5YR,5/3) and light olive-brown (2.5Y,5/3), soft to moderatelyhard

SANDSTONE+, light gray (2.5Y,7/1) with strong brown(7.5YR,5/6), cementedbecoming gray (2.5Y,5/1) below 18 feet

SHALE+, gray (2.5Y,5/1) to dark gray (2.5Y,4/1),moderately hard to hard

2-5-5N=10

3-5-10N=15

6-16-18N=34

18-50/5"N=50/5"50/1 1/2"50/1 1/4"

50/3/8"50/3/32"

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

50/1/2"

6513

14

16

NP

771.5

769

765

757

754.5

15

18

15

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 1 of 2




Notes:


Drill Rig: ATV



Driller: AS


35 ft After Boring




Exhibit:



14 ft After 24 Hours 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)

39.8

SHALE+, gray (2.5Y,5/1) to dark gray (2.5Y,4/1),moderately hard to hard (continued)


50/3/16"50/3"

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

50/3/8"50/1/16"

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

734

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 2 of 2




Notes:


Drill Rig: ATV



Driller: AS


35 ft After Boring




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)

3.0

4.0

6.0

8.5

19.0

24.0

6" TopsoilSILTY SAND (SM), brownish-yellow (10YR,6/6), loose tomedium dense

SANDY SILTY CLAY (CL-ML), with sandstone fragments,yellow (10YR,7/6) with brownish-yellow (10YR,6/6), mediumstiffSHALEY LEAN CLAY (CL), light gray (2.5Y,7/1) witholive-yellow (2.5Y,6/6), soft

HIGHLY WEATHERED SANDSTONE+, pale yellow(5Y,8/4), poorly cemented

SHALE+, pale olive (5Y,6/3), soft

becoming reddish-brown (5YR,5/3) below 14 feet

SANDSTONE+, light gray (2.5Y,7/1) to gray (2.5Y,6/1),cemented

SHALE+, gray (2.5Y,5/1) to dark gray (2.5Y,4/1), hard

3-4-20N=24

8-3-4N=7

4-12-25N=37

50/6"50/7/8"50/9/16"

50/2 13/16"50/1 1/2"

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

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

2110

18

14

16

13

NP

774

773

771

768.5

758

753

18

18

18

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 1 of 2




Notes:


Drill Rig: ATV



Driller: AS






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)

39.2

SHALE+, gray (2.5Y,5/1) to dark gray (2.5Y,4/1), hard(continued)


50/3"

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

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

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

13738

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.

03

1351

53A

-PR

OJ

LOG

04

1551

97

BR

IDG

E B

.GP

J



Page 2 of 2




Notes:


Drill Rig: ATV



Driller: AS






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)

FOUNDATION REPORT

(SHEET 1 OF 2)

Turner Turnpike Widening - Bridge B

Based on information published in the Oklahoma Department of

Transportation manual, "Engineering Classification of Geologic

Materials: Division Eight", the geology of the bridge location

consists of the Nellie Bly Unit. This unit consists predominantly

of yellowish-brown shale and sandy shale with sandstone and

siltstone. The shale ranges from clay shale in lower portion to

silty and sandy shale upward. The total thickness of this unit

ranges from about 80 to 280 feet.

ROCK REC = 83%

RQD = 83%

ROCK REC = 100%

RQD = 63%

UCS = 4440

ROCK REC = 100%

RQD = 82%

UCS = 370

ROCK REC = 100%

RQD = 82%

UCS = 850

ROCK REC = 90%

RQD = 88%

UCS = 1060

ROCK REC = 97%

RQD = 80%

UCS = 310

ROCK REC = 88%

RQD = 63%

UCS = 2200

802.4

801.9

797.4

784.4

779.4

778.4

773.4

768.4

763.4

762.9

758.4

753.4

748.4

747.9

791.9

796.9

802.9

786.9

784.4

778.9

748.4

763.8

762.3

759.8

759.3

758.3

753.3

748.3

743.3

738.3

733.3

730.3

731.3

737.3

742.3

747.3

752.3

757.8

764.3

762.3

759.3

758.3

753.3

759.5

754.5

749.5

744.5

739.5

734.5

730.5

729.5

759.5

758.5

753.5

FOUNDATION REPORT

(SHEET 2 OF 2)

Turner Turnpike Widening - Bridge B

Based on information published in the Oklahoma Department of

Transportation manual, "Engineering Classification of Geologic

Materials: Division Eight", the geology of the bridge location

consists of the Nellie Bly Unit. This unit consists predominantly

of yellowish-brown shale and sandy shale with sandstone and

siltstone. The shale ranges from clay shale in lower portion to

silty and sandy shale upward. The total thickness of this unit

ranges from about 80 to 280 feet.

766.7

764.2

761.7

759.2

758.2

753.2

748.2

743.2

742.7

738.2

733.2

728.7

728.2

767.7

764.7

760.7

758.7

753.2

773.3

771.8

768.8

765.3

764.3

759.8

759.3

754.3

749.3

748.8

744.3

739.3

738.8

735.3

734.8

773.8

771.6

768.8

764.8

755.8

754.3

756.8

776.5

775.0

772.0

768.5

768.0

758.0

753.0

752.5

763.0

748.0

743.0

739.0

738.5

777.0

774.0

773.0

771.0

768.5

763.0

758.0

753.0

Boring B-2

Depth: 5’ to 11’

Boring B-2


Boring B-2


Boring B-2


APPENDIX B

SUPPORTING INFORMATION




Responsive ■ Resourceful ■ Reliable Exhibit B-1

Laboratory Testing

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

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

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

according to the General Notes and described using commonly accepted geotechnical

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

as necessary.

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

engineering properties:

Water content (ASTM D2216)

Atterberg limits (ASTM D4318)

Sieve analysis (ASTM D422)

Unconfined compressive strength of rock cores

(ASTM D2938)

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

54

55

19

NP

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

9.5

4.75

25

19

1.3

0.0

22.3

8.8

2.3

5.3

40.6

26.4

B-1

B-2

B-3

B-4

41 3/4 1/2 60

fine

HYDROMETER

PL PI

D10 %Gravel %Sand %Silt

23

22

13

NP

31

33

6

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

FAT CLAY (CH)

FAT CLAY (CH)

SILTY, CLAYEY SAND with GRAVEL(SC-SM)

SANDY SILT (ML)

A-7-6(33)

A-7-6(35)

A-4(0)

A-4(0)

B-1

B-2

B-3

B-4

0.264

96.4

94.7

37.2

64.8

18.5 - 20

0.5 - 2

1 - 2.5

0.5 - 2

18.5 - 20

0.5 - 2

1 - 2.5

0.5 - 2

ASTM D422 / ASTM C136


PROJECT NUMBER: 04155197PROJECT: Turner Turnpike Widening - Bridge

B

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

.

GR

AIN

SIZ

E: U

SC

S &

AA

SH

TO

CO

MB

INE

D 0

415

5197

BR

IDG

E B

.GP

J T

ER

RA

CO

N20

12.G

DT

4/2

0/16

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

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

NP

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

12.5 0.093 1.8 77.5

B-5

41 3/4 1/2 60

fine

HYDROMETER

PL PI

D10 %Gravel %Sand %Silt

NP 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

SILTY SAND (SM) A-2-4(0)

B-5 0.185 20.7

0.5 - 2

0.5 - 2

ASTM D422 / ASTM C136


PROJECT NUMBER: 04155197PROJECT: Turner Turnpike Widening - Bridge

B

SITE: Creek County, Oklahoma CLIENT: Garver, LLC.

EXHIBIT: B-3

LAB

OR

AT

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TABLE B.1

B-1LATERAL CAPACITY ANALYSESDESIGN SOIL PARAMETERS FOR

UNDRAINED CONDITIONSTurner Turnpike Widening - Bridge B

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 Weak Rock (8) 0 5.5 10,000 130 100 0 63 0.00052 Weak Rock (8) 5.5 18.5 10,000 68 100 0 63 0.00053 Stiff Clay without Free Water (8) 18.5 24 1,008 58 4,000 0 0.00484 Weak Rock (8) 24 55.5 30,000 68 300 0 79 0.0005

NOTES:

1. Design depth to subsurface water is about 5.5 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-4

TABLE B.2







Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm 1 Soft Clay (1) 0 2 283 115 250 0 0.02252 Stiff Clay without Free Water (3) 2 4.5 583 120 1,800 0 0.00753 Weak Rock (8) 4.5 11 40,000 68 400 0 63 0.00054 Weak Rock (8) 11 35 30,000 68 300 0 79 0.0005

NOTES:

1. Design depth to subsurface water is about 4.5 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.3







Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm 1 Sand (5) 0 3 25 115 0 28 ----2 Stiff Clay without Free Water (3) 3 6 1,008 120 4,000 0 0.00483 Stiff Clay without Free Water (3) 6 9 1,008 58 4,000 0 0.00484 Weak Rock (8) 9 14.5 40,000 68 400 0 63 0.00055 Weak Rock (8) 14.5 40 30,000 68 300 0 79 0.0005

NOTES:

1. Design depth to subsurface water is about 6 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







Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm 1 Sand (5) 0 2 25 115 0 28 ----2 Stiff Clay without Free Water (3) 2 9 1,008 120 2,500 0 0.00483 Weak Rock (8) 9 14 10,000 130 100 0 79 0.00054 Weak Rock (8) 14 17 10,000 68 100 0 79 0.00055 Weak Rock (8) 17 19.5 40,000 68 400 0 63 0.00056 Weak Rock (8) 19.5 39.8 30,000 68 300 0 79 0.0005

NOTES:

1. Design depth to subsurface water is about 14 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







Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm 1 Sand (4) 0 4 25 115 0 28 ----2 Stiff Clay without Free Water (3) 4 8.5 1,008 120 4,000 0 0.00483 Weak Rock (8) 8.5 19 10,000 130 100 0 79 0.00054 Weak Rock (8) 19 24 40,000 130 400 0 63 0.00055 Weak Rock (8) 24 29 30,000 130 300 0 79 0.00056 Weak Rock (8) 29 39.2 30,000 68 300 0 79 0.0005

NOTES:

1. Design depth to subsurface water is greater than about 29 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-8

APPENDIX C

SUPPORTING DOCUMENTS

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Texas Cone Penetrometer

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Loose

Very Stiff

Standard Penetration orN-Value

Blows/Ft.

Ring SamplerBlows/Ft.

Ring SamplerBlows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

WA

TE

R L

EV

EL

Auger

Shelby Tube

Grab Sample

FIE

LD

TE

ST

S

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

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

CONSISTENCY OF FINE-GRAINED SOILS

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

visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

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

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

Plasticity Index

8 - 15

Split Spoon

Rock Core

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

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

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff

less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

SA

MP

LIN

G

< 55 - 12> 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

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

ST

RE

NG

TH

TE

RM

S Unconfined CompressiveStrength, Qu, psf

4 - 8

GENERAL NOTES

Texas Cone

(HP)

(T)

(b/f)

(PID)

(OVA)

(TCP)

Pressure Meter

Exhibit C-1

UNIFIED SOIL CLASSIFICATION SYSTEM

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

Group Symbol

Group Name B

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

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

Clean Gravels: Less than 5% fines C

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

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

Gravels with Fines: More than 12% fines C

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

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

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

Clean Sands: Less than 5% fines D

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

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

Sands with Fines: More than 12% fines D

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

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

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

Silts and Clays: Liquid limit less than 50

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

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

Organic: Liquid limit - oven dried

0.75 OL Organic clay K,L,M,N

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

Silts and Clays: Liquid limit 50 or more

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

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

Organic: Liquid limit - oven dried

0.75 OH Organic clay K,L,M,P

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

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

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

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

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

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

E Cu = D60/D10 Cc =

6010

2

30

DxD

)(D

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

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

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

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

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

Exhibit C-2

Exhibit C-3

AASHTO SOIL CLASSIFICATION SYSTEM

jegranadosrueda_agy

Text Box

Exhibit C-3

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Exhibit C-3

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