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Geotechnical Engineering Report SH-82 Bridge Over Locust Creek

Craig County, Oklahoma

Project No. STPY-255F (191) EC

Job Piece No. 30308 (06)

April 1, 2015

Terracon Project No. 04155007

Prepared for:

Oklahoma Department of Transportation

Oklahoma City, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

April 1, 2015

Oklahoma Department of Transportation Bridge Division 200 N.E. 21 st Room 3-C9

Oklahoma City, Oklahoma 73105

Attn: Mr. Steve Jacobi, P.E. E: [email protected]

Re: Geotechnical Engineering Report SH-82 Bridge Over Locust Creek Craig County, Oklahoma Project No. STPY-255F (191) EC Job Piece No. 30308 (06) Terracon Project Number: 04155007

Dear Mr. Jacobi:

llerracan

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 P04140709 dated December 23, 2014 and ODOT Engineering Contract EC-1445C, Task Order No. 5. 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

Fernando L. Aponte-Rivera, E.l.T. Staff Geotechnical Engineer

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

Terracon Consultants, Inc. 9522 East 4 71h Place, Uni t D Tulsa, Oklahoma 7 4145 P [918] 250 0461 F [918] 250 4570 terracon.com

Geotechnical • Environmental • 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

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-7 Boring Logs

Exhibit A-8 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

SH-82 BRIDGE OVER LOCUST CREEK

CRAIG COUNTY, OKLAHOMA

PROJECT NO. STPY-255F (191) EC

JOB PIECE NO. 30308 (06)

Terracon Project No. 04155007

April 1, 2015

INTRODUCTION 1.0

This geotechnical engineering report has been completed for the proposed SH-82 Bridge over the

Locust Creek in Craig County, Oklahoma. As requested, four borings were drilled at the

requested locations to depths of approximately 38 to 40 feet below the 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

New three-span bridge with a 60 feet offset west of the existing

alignment will be constructed. The bridge abutments will be

supported on driven piles and the bridge piers will be supported on

drilled shafts.

2.2 Site Location and Description

Item Description

Location SH-82 at Locust Creek crossing in Craig County, Oklahoma.

Geotechnical Engineering Report SH-82 Bridge Over Locust Creek ■ Craig County, Oklahoma April 1, 2015 ■ Terracon Project No. 04155007


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”, the site

appears to be underlain the Chester-Meramec Unit. This unit consists of limestone, chert, shale,

sandstone and siltstone, with the lithology of the unit varying locally.

In Craig and Mayes Counties, the limestone thickens to 40 feet locally but generally is about 30

feet thick and contains some green shale stringers. The overlying black shale contains

numerous thin beds of limestone and siltstone.

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 3 inches Topsoil N/A

Stratum 1 5 to 9 feet Lean clay, lean to fat clay, fat clay Soft to stiff

Stratum 21

8 to 10 feet Sandy lean clay, sandstone

Clay: Medium stiff

Sandstone: Poorly

cemented to well

cemented

Stratum 32

Encountered to

boring termination

depths of 38 to 40

feet

Limestone Hard

1. Sandstone was encountered in borings B-1, B-2 and B-3 at depths of 9, 8.5 and 6 feet,

respectively.

2. Auger refusal was encountered in boring B-3 at 8 feet.



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

We observed groundwater at the following depths and times:

Boring Water Level (feet)

While Drilling After Drilling After 24 Hours

Depth (ft) Elevation Depth (ft) Elevation Depth (ft) Elevation

B-1 9.0 699.5 ND1

ND1

ND1

ND1

B-2 8.5 698.0 1.0 705.5 ND1

ND1

B-3 7.0 698.0 2.0 703.0 1.0 704.0

B-4 9.0 700.5 2.0 707.5 4.5 705.0

1. ND = Not Determined

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

Based on the results of our borings and the encountered bedrock materials, driven piles can be

used to support the bridge abutments and straight drilled shafts to support the bridge piers.

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

Boring Top of Bedrock Bearing Material (feet)

Depth Elevation

B-1 9.0 699.5

B-2 8.5 698.0

B-3 6.0 699.0

B-4 9.5 700.0



4.1 Driven Piles

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

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

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

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

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

of 25 percent of the steel’s yield strength.

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

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

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

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

high driving stresses.

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

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

developed for the design load bearing capacity using an appropriate pile driving formula

approved by ODOT. In the event sufficient driving resistance is encountered before reaching the

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

penetrated approximately 1 to 2 feet into the bedrock.

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

experience total settlements less than 1 inch.

4.2 Drilled Piers

Straight shaft drilled piers bearing in the limestone bedrock can be used to support the interior

bents. We estimate drilled shafts properly socketed into the bedrock will not move downward

enough to fully develop end bearing resistance. Therefore, we recommend that drilled shafts be

designed using only side resistance. Drilled pier design recommendations are presented in the

following paragraphs.

Location Depth (Elevation) Design Nominal Side Resistance1

Boring B-1

10.0 to 15.0 feet (698.5 to 693.5) 19,670 psf

15.0 to 20.0 feet (693.5 to 688.5) 19,670 psf

20.0 to 25.0 feet (688.5 to 683.5) 19,670 psf

25.0 to 30.0 feet (683.5 to 678.5) 19,670 psf

30.0 to 35.0 feet (678.5 to 673.5) 19,670 psf

35.0 to 39.0 feet (673.5 to 669.5) 19,670 psf



Location Depth (Elevation) Design Nominal Side Resistance1

Boring B-2

9.0 to 14.0 feet (697.5 to 692.5) 19,670 psf

14.0 to 19.0 feet (692.5 to 687.5) 19,670 psf

19.0 to 24.0 feet (687.5 to 682.5) 19,670 psf

24.0 to 29.0 feet (682.5 to 677.5) 19,670 psf

29.0 to 34.0 feet (677.5 to 672.5) 19,670 psf

34.0 to 39.0 feet (672.5 to 667.5) 19,670 psf

Boring B-3

8.0 to 10.0 feet (697.0 to 695.0) 17,840 psf

10.0 to 15.0 feet (695.0 to 690.0) ND2

15.0 to 20.0 feet (690.0 to 685.0) 19,670 psf

20.0 to 25.0 feet (685.0 to 680.0) ND2

25.0 to 30.0 feet (680.0 to 675.0) 19,670 psf

30.0 to 35.0 feet (675.0 to 670.0) 19,670 psf

35.0 to 38.0 feet (670.0 to 667.0) 19,670 psf

Boring B-4

10.0 to 15.0 feet (699.5 to 694.5) 19,670 psf

15.0 to 20.0 feet (694.5 to 689.5) 19,670 psf

20.0 to 25.0 feet (689.5 to 684.5) 19,670 psf

25.0 to 30.0 feet (684.5 to 679.5) 19,670 psf

30.0 to 35.0 feet (679.5 to 674.5) 19,670 psf

35.0 to 40.0 feet (674.5 to 669.5) 19,670 psf

1. Drilled piers should penetrate at least 5 feet or one pier diameter, whichever is greater, into the limestone bedrock. The upper 3 feet of the rock formation should be ignored when calculating side resistance. Design assumed a concrete compressive strength of 3,000 psi.

2. ND = Not determined, sample not suitable for testing.

RQD and unconfined compressive strength of rock cores were used for each 5-foot core run to

determine reduction factors for rock jointing and design values. Design should include

resistance factors of 0.55 and 0.40 for compression and uplift, respectively, per Table

10.5.5.2.4-1, AASHTO LRFD Bridge Design Specifications, 6th Ed, 2012. We estimate that total

settlement will be less than 1 inch.

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

the limestone 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 and 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.

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 74145FAX. (918) 250-4570PH. (918) 250-0461

FAR

JM

FAR

MHH

04155007

SEE BAR SCALE

04155007

APRIL 2015

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

SH-82 BRIDGE OVER LOCUST CREEKCRAIG COUNTY, OKLAHOMA

N© 2015 GOOGLE

APPROXIMATE SCALE IN FEET

3000 0 2000 30001000

APPROXIMATE SITE LOCATION

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FT)

B-1

346+

770'

708.5

B-2

347+

270'

706.5

B-3

348+

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705.0

B-4

348+

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B-1

B-2

B-3

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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

tape. Surface elevations at the boring locations were obtained by the drill crew using a

surveyor's level and rod and were referenced to Benchmark 104 shown on the Plan and Profile

sheets provided by the Oklahoma Department of Transportation. An elevation of 716.67 feet

was used for the benchmark. 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.

Representative samples were obtained by the split-barrel sampling procedure in which a

standard 2-inch, O.D. split-barrel sampling spoon 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.

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.

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.

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


Responsive ■ Resourceful ■ Reliable Exhibit A-3

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.

5.0

9.0

10.0

3" TopsoilLEAN CLAY (CL), dark brown (10 YR, 3/3) to very darkgrayish-brown (2.5 Y, 3/2), stiff

LEAN CLAY (CL), trace sandstone fragments, lightolive-brown (2.5 Y, 5/4) and dark gray (2.5 Y, 4/1), medium stiff

SANDSTONE+, yellowish red (5 YR, 5/8), cemented

LIMESTONE+, gray (GLEY 1, 5/N), hard

3-4-5N=9

2-4-4N=8

2-3-4N=7

3-50/4"

REC=100%RQD=97%

REC=100%RQD=100%

REC=100%RQD=100%

9750

8460

10560

21

21

23

19

42-16-26

41-14-27

703.5

699.5

698.5

18

18

18

10

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

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

LOCATION

DEPTH

GR

AP

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Station: 346+77 Offset: 0'

See Exhibit A-2

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Craig County, OklahomaSITE:

Page 1 of 2

Advancement Method:Power Auger to 9.3 feetRock Bit below 9.3 feetDiamond Bit below 10 feet

Abandonment Method:

9522 East 47th Place, Unit DTulsa, Oklahoma

Notes:

Project No.: 04155007

Drill Rig: ATV 840

Boring Started: 3/12/2015

BORING LOG NO. B-1Oklahoma Department of TransportationCLIENT:

Driller: TS

Boring Completed: 3/12/2015

Exhibit: A-4

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

See Appendix C for explanation of symbols andabbreviations.

PROJECT: SH-82 Bridge Over Locust Creek

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ATTERBERGLIMITS

LL-PL-PISurface Elev.: 708.5 (Ft.)

ELEVATION (Ft.)

SA

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(In

.)

WATER LEVEL OBSERVATIONS

9 ft While Drilling

39.0

LIMESTONE+, gray (GLEY 1, 5/N), hard (continued)

Boring Terminated at 39 Feet

REC=100%RQD=90%

REC=100%RQD=100%

REC = 75%RQD = 75%

7030

13400

11600

669.5



LOCATION

DEPTH

GR

AP

HIC

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Page 2 of 2

Advancement Method:Power Auger to 9.3 feetRock Bit below 9.3 feetDiamond Bit below 10 feet

Abandonment Method:


Notes:


Drill Rig: ATV 840



Driller: TS


Exhibit: A-4




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H (

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(In

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9 ft While Drilling

2.0

8.59.0

3" TopsoilFAT CLAY (CH), with sand, dark brown (10 YR, 3/3), mediumstiff

LEAN CLAY/FAT CLAY (CL-CH), trace sandstone fragments,light olive-brown (2.5 Y, 5/4) to very dark grayish-brown (2.5 Y,3/2), medium stiff to stiff

SANDSTONE+, yellowish red (5 YR, 5/8), poorly cemented tocementedLIMESTONE+, gray (GLEY 1, 5/N), hard

1-2-2N=4

1-4-4N=8

2-3-4N=7

50/6"

REC=100%RQD=97%

REC=100%RQD=97%

REC=100%RQD=95%

11200

8380

27900

21

23

25

21

47-20-27

704.5

698697.5

18

18

18

6



LOCATION

DEPTH

GR

AP

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Page 1 of 2

Advancement Method:Power Auger to 9 feetDiamond Bit below 9 feet

Abandonment Method:


Notes:


Drill Rig: ATV 840



Driller: TS


Exhibit: A-5




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ATTERBERGLIMITS


ELEVATION (Ft.)

SA

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RV

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DE

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H (

Ft.)

5

10

15

20

25

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(In

.)


1 ft After Drilling

8.5 ft While Drilling

39.0



REC=100%RQD=97%

REC=100%RQD=100%

REC=100%RQD=100%

10370

9580

7670

667.5



LOCATION

DEPTH

GR

AP

HIC

LO

G


See Exhibit A-2

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Page 2 of 2


Abandonment Method:


Notes:


Drill Rig: ATV 840



Driller: TS


Exhibit: A-5




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ELEVATION (Ft.)

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AT

ION

S

DE

PT

H (

Ft.)

30

35

RE

CO

VE

RY

(In

.)


1 ft After Drilling

8.5 ft While Drilling

2.0

6.0

8.0

3" TopsoilLEAN CLAY/FAT CLAY (CL-CH), dark brown (10 YR, 3/3),medium stiff

LEAN CLAY (CL), dark olive-brown (2.5 Y, 3/3), soft

-with sand at about 5 feet

SANDSTONE+, with limestone seams, gray (GLEY 1, 5/N),poorly cemented to well cemented

-auger refusal at 8 feetLIMESTONE+, gray (GLEY 1, 5/N), hard

18-2-4N=6

0-2-2N=4

2-3-50/5"

REC=75%RQD=25%

REC=100%RQD=92%

REC=100%RQD=90%

REC=100%RQD=97%

10640

11630

35

23

14

36-14-22

703

699

697

1

18

17



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.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

500

7.G

PJ


Page 1 of 2


Abandonment Method:


Notes:


Drill Rig: ATV 840



Driller: TS


Exhibit: A-6




FIE

LD T

ES

TR

ES

ULT

S

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PISurface Elev.: 705 (Ft.)

ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In

.)


2 ft After Drilling

1 ft After 24 hours

7 ft While Drilling

38.0



REC=100%RQD=97%

REC=100%RQD=97%

REC=100%RQD=100%

8120

7530

8760

667



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.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

500

7.G

PJ


Page 2 of 2


Abandonment Method:


Notes:


Drill Rig: ATV 840



Driller: TS


Exhibit: A-6




FIE

LD T

ES

TR

ES

ULT

S

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PISurface Elev.: 705 (Ft.)

ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

RE

CO

VE

RY

(In

.)


2 ft After Drilling

1 ft After 24 hours

7 ft While Drilling

2.0

5.0

9.5

3" TopsoilLEAN CLAY (CL), with sand, dark brown (10 YR, 3/3), mediumstiff

LEAN CLAY (CL), with sand, dark olive-brown (2.5 Y, 3/3),medium stiff

SANDY LEAN CLAY (CL), dark olive-brown (2.5 Y, 3/3),medium stiff


1-3-3N=6

2-3-4N=7

2-3-3N=6

3-10-50/1"

REC=90%RQD=80%

REC=100%RQD=95%

REC=100%RQD=97%

8860

11620

7130

26

24

21

22

43-22-21

29-15-14

707.5

704.5

700

18

18

18

13



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.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

500

7.G

PJ


Page 1 of 2

Advancement Method:Power to 9.1 feetRock Bit below 9.1 feetDiamond Bit below 10 feet

Abandonment Method:


Notes:


Drill Rig: ATV 840



Driller: TS


Exhibit: A-7




FIE

LD T

ES

TR

ES

ULT

S

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In

.)


2 ft After Drilling

4.5 ft After 24 hours

9 ft While Drilling

40.0



REC=100%RQD=97%

REC=100%RQD=95%

REC=100%RQD=97%

6250

4960

5410

669.5



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.

G

EO

SM

AR

T L

OG

-NO

WE

LL 0

415

500

7.G

PJ


Page 2 of 2

Advancement Method:Power to 9.1 feetRock Bit below 9.1 feetDiamond Bit below 10 feet

Abandonment Method:


Notes:


Drill Rig: ATV 840



Driller: TS


Exhibit: A-7




FIE

LD T

ES

TR

ES

ULT

S

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psi)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

RE

CO

VE

RY

(In

.)


2 ft After Drilling

4.5 ft After 24 hours

9 ft While Drilling

Consulting Engineers and Scientists

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

~ "! ~ c;:

Ii! "-... u ~ "' "' la "' "' ~ :ii "' ~ 0

"' g

~ ;:;: 0

"' "-

b Q

"" 0

~

~ ~ !2 ... 0

"' ~ 8 i ~ ... "' ~ 0 ::I ;!

b :z !!!

§

"' :z iiii 0

"' ]Z_ !!! j!:

Boring No. B-1 Surface Elev. (rt.): 708.5 Station 346+ 77, 0 FOOT OFFSET OF CL

SPT-1;N=9 0 ;SOIL REC=l8 (In.) __

LL= 42; PL= 16; Pl=26

SPT-2;N=8 r;SOIL REC=18 (In.)

SPT-3;N=7 5 ;SOIL REC=18 (In.) __

LL= 41; PL= 14; Pl=27

SPT-4;N=50/ 4" ;SOIL REC=10 (In.)--¥- .

10

DB-5 UCS=9750 (psi)--

15

DB-6 UCS=8460 (psi)--

DB-7 UCS=10560 {psi)

DB-8 UCS=7030 (pst)

20

25

30

DB-9 UCS=13400 (psi)--

35

DB-10 UCS=l 1600 (psi)--

Test hole terminated at 39 feet

708.5 LEAN CLAY {CL), daric brown (10 YR, 3/3) to very dark grayish-brown (2.5 Y, 3/2), stiff

3" Topsoil

LEAN CLAY {CL), trace sandstone fragmenls, llQ.hl olive-brown (2.5 Y, 5/ 4 J and dark gray (2.5 Y, 4/1 ), medium stiff SANDSTONE+, ~llowtsh red {5 YR, 5/8), cemented

LIMESTONE+, gray {GLEY 1, 5/N), hard

Boring No. B-2 Surface Elev. (rt.): 706.5 Station 346+77, 0 FOOT OFFSET OF CL

0 SPT-1;N=4 JZ.

;SOIL REC=18 (In.)----

SPT-2;N=8 ;SOIL REC=18 (ln.)r

LL= 47; PL= 20; Pl=27

SPT-3;N=7 5 ;SOIL REC=18 (In.)--

SPT-4;SOIL REC=6 (In.) __ .

10

DB-5 UCS=11200 (psi)--

DB-6 UCS=8380 (psi)

15

20

DB-7 UCS=27900 (psi)--

25

DB-8 UCS=10370 (psi)--

DB-9 UCS=9580 (psi)

DB-10 UCS=7670 (psi)

30

35


706.5 FAT CLAY CH , wHh sand, daric brown 10 YR, 3/3), m1dium stiff 3" Topsoll

y CL-CH , trace sandstone

fragments, light olive-brown (2.5 Y, 5/4) lo very dark grayish-brown {2.5 Y, 3/2), medium stiff to sHff

SANDSTONE+, )'ellowlsh red {5 YR, 5/8), poorly cemented lo cemenled


Borin~ No. B-3 u rface Elev. (rt.): 705

Station 348+07, 0 FOOT OFFSET OF CL

0 SPT-1;N=6 JZ.

;SOIL REC=1 (In.)----

SPT-2;N=4 ;SOIL REC=18 (ln.)r

LL= 36; PL= 14; Pl=22

SPT-3;N=50/5" 5 ;SOIL REC=17 {In.)--.

DB-4 UCS=10640 (psl)--

10

DB-5

DB-6 UCS= 11630 (psi)

15

20

25

DB-8 UCS=8120 (psi)--

DB-9 UCS=7530 (psi)

DB-10 UCS=8760 (psi)

30

35


705.0 LEAN CLAY/W CLAY .(Cl.::tlj), daric brown (10 YR, 3/3), medium stiff 3" TopllOll

LEAN CLAY (CIJ, dark olive-brown (2.5 Y, 3/3), soft -with sand at about 5 feel

SANDSTONE+, with limestone seams, gray (GLEY 1, 5/N), poorly cemenlad to wall cemented -auger refusal al 8 feel

LIMESTONE+, gray {GLEY 1, 5/N), hard

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

LEGEND Project Manager: FAR Project No.: 04155007

llerracon Water level +24 houn after drilling

DB = Diamond Drilllng Bl! SPT = Split Spoon Sampler N Number of Blow1 for 12 Inches TCP = Texas Cone Penelromelar REC = Recovery RQD = Rock Quali Desi nation

MC = Moisture Content LL = Liquid Limit PL = Plasttc Limlt Pl = Plosttclly Index P200 = Passing #200 Steve Size UCS = Unconfined Com ressive Siren th

Approved or Lo ad b : MHH

Checked by: f AR Date: APRIL 2015

Boring No. B-4 Surface Elev. (rt.): 709.5 Station 348+57, 0 FOOT OFFSET OF CL

LEAN CLAY CL , wtth sand, SPT-l;N=6 0 """~-Aili.ii-- dar1c brown 10 YR, 3/3),

;SOIL REC=l8 (In.)__ medium stiff LL= 43; PL= 22; Pl=21 3• Topsoil

SPT-2;N=7 ~ LEAN CLAY (CL). wtth sand, ;SOIL REC=IB (lnY dar1c olive-brown (2.5 Y,

.¥ 3/3), medium still SPT-3;N=6 5

;SOIL REC=l8 {In.) __ LL= 29; PL= 15; Pl=l4

SPT-4;N=50/1" ;SOIL REC=l3 (ln.)--

DB-5 UCS=8860 {psi)

DB-6 UCS=11620 (psl)

10

15

20

DB-7 UCS=7130 (psi)--

DB-8 UCS=6250 (psi)--

DB-9 UCS=4960 {pst)

30

35

DB-10 UCS=5410 (psi)--


SANDY LEAN CLAY (CIJ, dar1c olive-brown (2.5 Y, 3/3), medium stllf


SUBSURFACE PROFILE

SH-82 BRIDGE OVER LOCUST CREEK

CRAIG COUNTY, OKLAHO~A

EXHIBIT

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 C. 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

Unconfined compressive strength of rock cores

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(C03)>, 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 up 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.

__________ llerracon_ Form 110-6·85

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