RAND IVER AM UTHORITYG R D A

Grand River Dam Authority

CONTRACT #42063

FEBRUARY 2018

T-LINE FOUNDATION EXCAVATION

& CONSTRUCTION

LINE 301K FEEDER 57

RAND IVER AM UTHORITYG R D A

TYPICAL REBAR CAGE DETAIL

SECTION

A

A

STRUCTURE #

FOUNDATION DIMENSIONS FOUNDATION REINFORCEMENTESTIMATED MAT'L

QUANTITIES ANCHOR BOLTCAGE

DESIGNATIONBORING COMMENTS

DIAMETER(IN)

EMBEDMENTLENGHT

(FT)

REVEAL(IN)

ROCKEMBEDMENTLENGHT (FT)

DESIGN ROCKENCOUNTERDEPTH (FT)

"W" "X" "Y"SHEAR TIELAP SPLICE

(IN)

CONCRETE(CU.YDS)

STEEL(LBS)

16 96 18 12 0 30+ 24 - #11 12 - #7 @ 6" 13 - #7 @ 12" 33 35.4 - - CP-1 SEE NOTES 15 & 16

RAND IVER AM UTHORITYG R D A

8'-3

"A

NC

HO

R B

OLT

LEN

GTH

3"MAX.

3" MA

X.

7'-3

"E

MB

ED

ME

NT

1'-0"PROJECTION1'

-0"

THR

EA

D

1'-6

"G

ALV

.LE

NG

TH

(3) H.H. NUT(GALV.)

PER EACH A.B.5

3

1 1

(2) FLAT WASHERS (GALV.)

PER EACH A.B.

ANCHOR BOLT CAGE

2

4

1/4TYP.

6'-0"O.D.

5'-0"I.D.

6'-0"

5'-0"

5/8"

5/8"

66"

6'-0"(O.D.)

5'-0"(I.D.)

24.136°TYP.

5'-6"(B.C.)

34.568°TYP.

45°TYP.

55.432°TYP.

65.864°TYP.

10.432°TYP.

TP-10288-8STR-*ID MARK

(1/2" HIGH LETTERS)(STAMPED)

(SEE TABLE)

32

SEE V-NOTCHDETAIL

(20) Ø 2 3/8" HOLESON A 66" B.C.

TEMPLATESDETAIL

1"

1"

"V" NOTCH DETAILV-NOTCH IDENTIFIES BISECTOR

OF LINE ANGLE

QTY. SHOWN ABOVE IS FOR ONE (1) ANCHOR BOLT ASSEMBLY.TOTAL OF TWO (2) ANCHOR BOLT ASSEMBLIES REQUIRED

IMPORTANT NOTE:ID MARK SHALL BE AS FOLLOW:TTE = TOP TEMPLATE;BTE = BOTTOM TEMPLATE

IMPORTANT NOTE:Ø 2 3/8" HOLES FOR TOP TEMPLATE:FOR BOTTOM TEMPLATE HOLES SHALLBE Ø 2 5/8"

SHOP NOTE:ANCHOR BOLT CAGETO SHIP PRE-ASSEMBLED

NOTES:1.-FOR CLARITY NOT ALL ANCHOR BOLTS ARE SHOWN

0ºV-NOTCH

90º

270º

180º

LINE ANGLEDETAIL

BILL OF MATERIALITEM # QTY PART No. DESCRIPTION MATERIAL Wt./Lb. TOTAL Wt./Lb.

1 20 10288-8-AB ANCHOR BOLT: Ø 2 1/4" x 8'-3" LG #18J ASTM A 615 GR 75 120.45 24092 1 10288-8-TTE TOP TEMPLATE: PL 5/8" x 5'-0" (I.D.) x 6'-0" (O.D.) (BLACK) A36 205 2053 1 10288-8-BTE BTM TEMPLATE: PL 3/8" x 5'-0" (I.D.) x 6'-0" (O.D.) (BLACK) A36 123 1234 60 00-HHN Ø 2 1/4" HVY. HEX NUT (GALV.) A563-DH 4.2 2525 40 00-FW Ø 2 1/4" FLAT WASHER (GALV.) F436 0.56 22.4

BLACK WT. 3011

BUILD No DESCRIPTION ID MARK (STAMPED)1 TEMPLATE TP-10288-8-*TE-A1-STR-12

2 TEMPLATE TP-10288-8-*TE-A2-STR-19

STR. No.1219

ISSUED FOR APPROVALCHK. BYGARCIA

REV. BY-

DATE:08/17/12A

REV.

08/17/12

TP-10288

FER

1 / 1 NTSSCALESH/OF REV.DRAWING No.TAPP ORDER No.

TransAmericanPower Products, Inc.

2427 Kelly LaneHouston, Texas 77066

CHK

DWN

APPTHIS DRAWING MAY CONTAIN PROPRIETARY AND

CONFIDENTIAL MATERIAL. UNAUTHORIZED DUPLICATION OR DISSEMINATION OF THIS DOCUMENT OR THE

INFORMATION IT CONTAINS IS PROHIBITED.

PROPERTY OF TAPP, INC.2427 KELLY LANE

HOUSTON, TEXAS, 77066 U.S.A.PHONE 281-444-8277 FAX 281-444-7270

CUST. P.O. NUMBER

DATE

DATE

DATE

FOR FABRICATION

034362 10288-8-ABC

DESCRIPTION

ANCHOR BOLT ASSEMBLY & DETAILS

10288-8-ABC20°-50° D.E. 85FT. SALINE CREEK

GRAND RIVER DAM AUTHORITY

R.DB.10-01

0 10/17/12 - GARCIA ISSUED FOR FABRICATION

Geotechnical Engineering Report Proposed T-Line Structure

Tahlequah, Oklahoma

September 29, 2017

Terracon Project No. 04175222

Prepared for:

GRDA

Tulsa, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

TABLE OF CONTENTS

Page

Reliable ■ Resourceful ■ Responsive

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

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

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

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

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

3.1 Typical Subsurface Profile ................................................................................... 2

3.2 Groundwater ........................................................................................................ 2

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 3

4.1 Geotechnical Considerations ............................................................................... 3

4.2 Drilled Pier Foundations ....................................................................................... 3

4.3 Seismic Considerations........................................................................................ 4

5.0 GENERAL COMMENTS ................................................................................................. 4

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 Boring Log

APPENDIX B – LABORATOY TESTING

Exhibit B-1 Laboratory Test Results

Exhibit B-2 Grain Size Distribution Curves

APPENDIX C – FOUNDATION DESIGN TABLES

Exhibit C-1 Axial and Lateral Capacity Analyses – Table A.1

Exhibit C-2 LPILE 2012 Lateral Capacity Analyses – Table B.1

Exhibit C-3 MFAD 5.0/HFAD 5.0 Analyses – Table C.1

APPENDIX D – SUPPORTING DOCUMENTS

Exhibit D-1 General Notes

Exhibit D-2 Unified Soil Classification System

Exhibit D-3 Sedimentary Rock Classification

Reliable ■ Resourceful ■ Responsive 1

GEOTECHNICAL ENGINEERING REPORT

PROPOSED T-LINE STRUCTURE

TAHLEQUAH, OKLAHOMA

Terracon Project No. 04175222

September 29, 2017

1.0 INTRODUCTION

This geotechnical engineering report has been completed for the proposed transmission line

structure to be installed in Tahlequah, Oklahoma. One boring, designated B-1, was performed for

the project to a depth of approximately 30 feet below the existing ground surface. The boring log

along with a site location map and boring location plan are included in Appendix A of this report.

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

recommendations relative to:

subsurface soil and rock conditions foundation design and construction

groundwater conditions

seismic site classification

2.0 PROJECT INFORMATION

2.1 Project Description

Item Description

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

Proposed development

We understand that the project involves construction of a

transmission line structure supported on a drilled concrete pier

foundation (both laterally and vertically loaded).

Maximum structural loads Not provided at the time of this report.

Proposed grading None (assumed).

2.2 Site Location and Description

Item Description

Location

This project is located on the north side of East Ross Street,

approximately half a mile east of OK-51 in Tahlequah, Oklahoma.

The following coordinates for the location of the structure were

provided by GRDA:

Latitude:35.90830, Longitude:-94.949066

Geotechnical Engineering Report

Proposed T-Line Structure ■ Tahlequah, Oklahoma

September 29, 2017 ■ Terracon Project No. 04175222

Reliable ■ Resourceful ■ Responsive 2

Item Description

Existing improvements None.

Current ground cover Grass.

Existing topography Relatively level (assumed)

3.0 SUBSURFACE CONDITIONS

3.1 Typical Subsurface Profile

Based on the results of the boring, subsurface conditions at the project location can be

generalized as follows:

Stratum Approximate Depth to

Bottom of Stratum Material Description Comments

Surface 3 inches Topsoil N/A

1

Encountered to the boring

termination depth of 30

feet

Clayey chert gravel, lean clay, fat

clay and cherty fat clay, and shaley

fat clay. Hard chert layers were

encountered among the soils.

Clay: Stiff to hard

Sand/Gravel: Medium

dense to very dense

Atterberg limits test and sieve analyses tests were performed on select soil samples. Based on

visual observation and laboratory test results, the on-site soils generally classified as moderately

to highly plastic clays or granular soils. The results of the laboratory tests performed are reported

on the boring logs and in Appendix B.

Conditions encountered at the boring location are indicated on the boring log in Appendix A.

Stratification boundaries on the boring log represent the approximate location of changes in

material types; in-situ, the transition between materials may be gradual.

3.2 Groundwater

The borehole was observed while drilling and immediately after boring completion for the presence

and level of groundwater. Groundwater was not observed in the boring during our field exploration.

The groundwater level observations made during our exploration provide an indication of the

groundwater conditions at the time the boring was drilled. Longer monitoring in piezometers or

cased holes, sealed from the influence of surface water, would be required to evaluate longer-term

groundwater conditions. During some periods of the year, perched water could be present at various

depths. Fluctuations in groundwater levels should be expected throughout the year depending upon

Geotechnical Engineering Report

Proposed T-Line Structure ■ Tahlequah, Oklahoma

September 29, 2017 ■ Terracon Project No. 04175222

Reliable ■ Resourceful ■ Responsive 3

variations in the amount of rainfall, runoff, evaporation, and other hydrological factors not apparent

at the time the boring was performed.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

Pier excavations into the the strata characterized as clay, cherty clay, and clayey chert gravel

may encounter significant construction difficulties. It should be recognized that these strata are

a regolith (heterogeneous mixture of unconsolidated rocky material and clay) left by the solution

weathering of the parent cherty limestone. As such, the materials encountered within the depths

of the exploration are highly variable in composition (gravel, rock, clay content), consistency,

density, hardness and capacity. Hard chert layers were encountered in our borings at this site at

various depths. Given the high degree of variability in the on-site strata, some cost increases

above normal excavation and site grading costs should be anticipated. Some layers of chert could

be relatively thick, interlocked and very hard. The potential exists for other layers to be randomly

interspersed with ledges and for cobbles/boulders to be embedded in a clay matrix. Both will be

very difficult to excavate with conventional equipment and could require special excavation

techniques.

Based on the results of our exploration, a transmission line structure installed to resist relatively

high vertical and/or lateral loads can be supported by drilled piers. Recommendations for drilled

pier foundations are provided in section 4.3 Drilled Pier Foundations.

Recommendations regarding the proposed project are provided in the following sections.

4.2 Drilled Pier Foundations

Based on the subsurface conditions encountered, the transmission line structure can be

supported on drilled pier foundations. The tables attached in Appendix C, present allowable

design criteria for the drilled pier foundations. The tables include the parameters required for the

LPILE and MFAD computer programs and for conventional limit equilibrium analysis.

In the tables, the net allowable bearing pressure has a safety factor of at least 3. Also, the

allowable side friction and allowable passive pressure values have safety factors of at least 2.

Design soil parameters shown in the tables are applicable to the natural, undisturbed soils and

should not be applied to disturbed materials or newly placed fill materials. Because soil strength

varies due to frost action and moisture variations, we recommend neglecting passive pressure

and frictional resistance forces for the soils within 3 feet of the ground surface.

The straight shaft piers should have a minimum diameter of 24 inches and be provided with

enough steel reinforcement to provide adequate structural integrity. We anticipate that temporary

Geotechnical Engineering Report

Proposed T-Line Structure ■ Tahlequah, Oklahoma

September 29, 2017 ■ Terracon Project No. 04175222

Reliable ■ Resourceful ■ Responsive 4

casing may be needed to prevent caving of the excavation sides; however, the final determination

should be made at the time of construction.

Groundwater was not encountered in the borings at the time of this investigation. However, the

need for dewatering should be determined based on actual conditions encountered during

construction. The need for dewatering will depend on the pier length and actual groundwater

conditions at the time of construction. Prior to placing concrete, water or sloughed material should

be removed from the base of the drilled piers. If water is encountered and it cannot be removed,

the concrete should be pumped from the bottom of the pier excavation to the top, displacing the

water to the surface. To facilitate pier construction, concrete should be on-site and ready for

placement as pier excavations are completed.

A heavy-duty pier rig equipped with a rock auger and rock coring bit will be required to complete the

pier excavation into the bedrock materials. The contractor should anticipate difficulties in advancing

drilled piers due to the hard chert seams and possible cobbles or boulders within the gravel and

clay overburden.

Drilled pier foundations designed and constructed according to the recommendations provided

herein and bearing within approved materials should experience total long-term settlements of

less than 1 inch.

A Terracon representative should observe all foundation excavations to evaluate the suitability of

the bearing materials and to verify that conditions in the excavations are consistent with those

encountered in the test borings. If unsuitable materials are encountered at planned depths, it

may be necessary to deepen the foundation excavations.

4.3 Seismic Considerations

Code Used Site Classification

2015 International Building Code (IBC) 1

D

1. In general accordance with the 2015 International Building Code; Table 20.3-1, Chapter 20, ASCE 7.

5.0 GENERAL COMMENTS

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

be made regarding interpretation and implementation of our geotechnical recommendations in the

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

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

phases of the project.

Geotechnical Engineering Report

Proposed T-Line Structure ■ Tahlequah, Oklahoma

September 29, 2017 ■ Terracon Project No. 04175222

Reliable ■ Resourceful ■ Responsive 5

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 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

SG

MM

SG

BMW

04175222

SEE BAR SCALE

04175222

SEPTEMBER 2017

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

PROPOSED T-LINE STRUCTURETAHLEQUAH, OKLAHOMA

N

APPROXIMATE SCALE IN FEET

0 50005000© 2017 GOOGLE

APPROXIMATE SITE LOCATION

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

SG

MM

SG

BMW

04175222

SEE BAR SCALE

04175222

SEPTEMBER 2017

BORING LOCATION PLAN

A-2GEOTECHNICAL EXPLORATION

PROPOSED T-LINE STRUCTURETAHLEQUAH, OKLAHOMA

N

APPROXIMATE SCALE IN FEET

0 200200© 2017 GOOGLE

LEGENDBORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

B-1

Geotechnical Engineering Report

Proposed T-Line Structure ■ Tahlequah, Oklahoma

September 29, 2017 ■ Terracon Project No. 04175222

Reliable ■ Resourceful ■ Responsive Exhibit A-3

Field Exploration Description

The boring location was staked in the field by GRDA personnel.

We drilled the boring with an ATV-mounted rotary drill rig using continuous flight augers to advance

the borehole. Representative samples were obtained by the split-barrel and thin-walled tube

sampling procedures. The split-barrel sampling procedure uses 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 cohesionless

soils and to a lesser degree of accuracy, the consistency of cohesive soils and the hardness of

weathered bedrock.

An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed

on this site. Generally, a greater efficiency is achieved with the automatic hammer compared to the

conventional safety hammer operated with a cathead and rope. The effect of the automatic

hammer's efficiency has been considered in the interpretation and analysis of the subsurface

information for this report.

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.

A field log of the boring was prepared by the drill crew. This log included visual classifications of the

materials encountered during drilling as well as the driller’s interpretation of the subsurface conditions

between samples. The final boring log included with this report represents the engineer's

interpretation of the field log and include modifications based on laboratory observation and tests of

the samples.

37

81

9

9

9

6

20

20

22

22

28

11

38-20-18

10-8-3N=11

18-29-50/4"

50/5"

50/2"

6-6-8N=14

10-15-50/4"

28-37-20N=57

12-13-7N=20

50/3"

8-8-6N=14

18

16

5

2

18

16

18

18

3

8

6.0

9.0

13.5

23.5

3" TopsoilCLAYEY CHERT GRAVEL (GC), with sand and major treeroots, brown, medium dense to very dense

- Hard chert layers below about 3 feet

LEAN CLAY (CL), with sand, red, stiff to very stiff

- Hard chert layers below about 8.5 feet

CHERTY FAT CLAY (CH), red and white, hard

FAT CLAY (CH), with chert gravel and hard chert layers, red,very stiff

CLAYEY CHERT GRAVEL (GC), red, medium dense

GR

AP

HIC

LO

G

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.

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

417

522

2 B

OR

E L

OG

S.G

PJ

TE

RR

AC

ON

_DA

TA

TE

MP

LAT

E.G

DT

9/

29/1

7

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

tsf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

LL-PL-PI

ATTERBERGLIMITS

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

SA

MP

LE T

YP

E

FIE

LD T

ES

TR

ES

ULT

S

RE

CO

VE

RY

(In

.)

North of East Ross Street Tahlequah, OKSITE:

Page 1 of 2

Advancement Method:Hollow Stem Auger

Abandonment Method:Boring backfilled with soil cuttings and bentonite chipsupon completion.

Notes:

Project No.: 04175222

Drill Rig: ATV 603

Boring Started: 09-07-2017

BORING LOG NO. B-1GRDACLIENT:Tulsa, OK

Driller: SZ

Boring Completed: 09-07-2017

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 D for explanation of symbols andabbreviations.

PROJECT: Proposed T-Line Structure

9522 E 47th Pl Ste DTulsa, OK

WATER LEVEL OBSERVATIONS

Not Encountered After Boring

Not Encountered While Drilling

DEPTH

LOCATION See Exhibit A-2

364-4-5N=9

18

28.5

30.0

CLAYEY CHERT GRAVEL (GC), red, medium dense(continued)

SHALEY FAT CLAY (CH), red, stiff

Boring Terminated at 30 Feet

GR

AP

HIC

LO

G

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.

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

417

522

2 B

OR

E L

OG

S.G

PJ

TE

RR

AC

ON

_DA

TA

TE

MP

LAT

E.G

DT

9/

29/1

7

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

tsf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

LL-PL-PI

ATTERBERGLIMITS

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

SA

MP

LE T

YP

E

FIE

LD T

ES

TR

ES

ULT

S

RE

CO

VE

RY

(In

.)

North of East Ross Street Tahlequah, OKSITE:

Page 2 of 2

Advancement Method:Hollow Stem Auger

Abandonment Method:Boring backfilled with soil cuttings and bentonite chipsupon completion.

Notes:

Project No.: 04175222

Drill Rig: ATV 603

Boring Started: 09-07-2017

BORING LOG NO. B-1GRDACLIENT:Tulsa, OK

Driller: SZ

Boring Completed: 09-07-2017

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 D for explanation of symbols andabbreviations.

PROJECT: Proposed T-Line Structure

9522 E 47th Pl Ste DTulsa, OK

WATER LEVEL OBSERVATIONS

Not Encountered After Boring

Not Encountered While Drilling

DEPTH

LOCATION See Exhibit A-2

APPENDIX B

LABORATORY TESTING

Geotechnical Engineering Report

Proposed T-Line Structure ■ Tahlequah, Oklahoma

September 29, 2017 ■ Terracon Project No. 04175222

Reliable ■ Resourceful ■ Responsive 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 D. Bedrock materials were classified

according to the General Notes and described using commonly accepted geotechnical

terminology. The field descriptions were modified as necessary and an applicable laboratory

testing program was formulated to determine engineering properties of the subsurface materials.

Laboratory tests were conducted on select soil and rock samples. The laboratory test results are

presented on the boring logs next to the respective samples. Laboratory tests were performed in

general accordance with the applicable ASTM, local or other accepted standards.

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

properties:

Visual Classification (ASTM D2488)

Water Content (ASTM D 2216)

Grain Size Analysis (ASTM D422 )

Percent Passing U.S. No. 200 Sieve (ASTM D1140)

Atterberg Limits (ASTM D 4318)

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

variations to methods are applied as a result of local practices 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 U.S. SIEVE NUMBERS

4 501.5 2006 810 141 3/4 1/2 60

HYDROMETER

3/8 3 100 1403 2

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

ASTM D422 / ASTM C136

4

SILT OR CLAYfine

COBBLESGRAVEL SAND

coarse mediumfine

36.7

80.5

%Clay%Fines%Silt

20 38A-6 (14)

WC (%)

2

6 - 7.5

2

6 - 7.5

5.321B-1

B-1

LEAN CLAY with SAND (CL)

coarse

1820

%Sand%GravelD10

PIPL

21.7

19.5

B-1

B-1

41.7

0.0

37.5

0.15

AASHTO Classification

D60 Boring ID Depth

CuCc

D30D100

LL Boring ID Depth USCS Classification

PROJECT NUMBER: 04175222PROJECT: Proposed T-Line Structure

SITE: North of East Ross Street Tahlequah, OK

CLIENT: GRDA Tulsa, OK

EXHIBIT: B-29522 E 47th Pl Ste D

Tulsa, OK

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APPENDIX C

FOUNDATION DESIGN TABLES

Responsive ■ Resourceful ■ Reliable Exhibit C-1

TABLE A.1

BORING B-1

AXIAL AND LATERAL CAPACITY ANALYSES

SOIL/ROCK PARAMETERS

Depth to

Bottom of

Soil/Rock

Layer

(feet)

Effective

Unit

Weight

(pcf)

Net

Allowable

Bearing

Pressure

(psf)

Allowable Side Friction Allowable Passive

Pressure

Undrained

Shear

Strength

(psf)

Friction

Angle

(degrees) Initial

Value

(psf)

Increase per

Foot of

Depth (psf)

Initial

Value

(psf)

Increase per

Foot of Depth

(psf)

2.0 110 --- 0 10 0 150 0 28

6.0 110 5,000 27 13 510 255 0 40

9.0 120 5,000 525 --- 2,500 --- 2,500 0

13.5 120 5,000 525 --- 2,500 --- 2,500 0

23.5 120 7,500 4 525 --- 2,500 --- 2,500 0

28.5 110 6,000 240 10 4,750 200 0 35

35.0 120 4,500 4 450 --- 1,500 --- 1,500 0

Notes:

1. Design depth to groundwater is assumed to be greater than about 30 feet.

2. The net allowable bearing pressure refers to the pressure at the foundation bearing level in excess of the minimum surrounding overburden

pressure. The net allowable bearing pressure has a safety factor on the order of 3. A minimum penetration of 2 feet or one pier diameter,

whichever is greater, into the desired bearing strata should be achieved to use the recommended allowable end bearing pressure.

3. The allowable side friction and passive pressure in cohesive soils and bedrock are based on a rectangular pressure distribution. The allowable

side friction and passive pressure in granular soils are based on a triangular pressure distribution. The allowable side friction and passive

pressure values have a safety factor of approximately 2.

4. Bearing capacity assumes the pier bearing in this layer has a depth to diameter ratio of at least 4. If pier depth to diameter ratio is less than 4,

the allowable bearing pressure used in design should be reduced by multiplying the value shown in the table by a factor of 0.67.

LPILE LPILESoil Effective Undrained Internal Soil

Modulus Unit Shear Friction Strain

Soil Top Bottom k2

Weight Strength3

Angle RQD4

Factor

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

1 Sand (4) 0 2 61 110 0 28 ----

2 Sand (4) 2 6 323 110 0 40 ----

3 Stiff Clay without Free Water (3) 6 9 718 120 2500 0 0.0063

4 Stiff Clay without Free Water (3) 9 13.5 718 125 2500 0 0.0063

5 Stiff Clay without Free Water (3) 13.5 23.5 718 120 2500 0 0.0063

6 Sand (4) 23.5 28.5 193 110 0 35 ----

7 Stiff Clay without Free Water (3) 28.5 30 525 120 1500 0 0.0083

NOTES:

1. Design depth to subsurface water is greater than about 30 feet.

2. Value given for Weak Rock is E ri in psi. See report text for cyclic loading.

3. Uniaxial compressive strength for rock, in psi

4. Value given for RQD estimated from field data and sample examination.

UNDRAINED CONDITIONS

Tahlequah, Oklahoma

Proposed T-Line Structure

Terracon Project No. 04175222

Depth to Soil Layer

LPILE

Soil Type

TABLE B.1

BORING B-1

LATERAL CAPACITY ANALYSES

DESIGN SOIL PARAMETERS FOR

Responsive ■ Resourceful ■ Reliable Exhibit C-2

Responsive ■ Resourceful ■ Reliable Exhibit C-3

TABLE C.1

BORING B-1

MFAD 5.0/HFAD 5.0 ANALYSES

SOIL/ROCK PARAMETERS

Proposed T-Line Structure

Terracon Project No. 04175222

Tahlequah, Oklahoma

Soil/Rock

Layer

Number

Layer Type Depth to

Bottom of Layer

(feet)

Effective

Unit

Weight 1

(pcf)

Deformation

Modulus 2

(ksi)

Effective

Friction

Angle

(degrees)

Undrained Shear

Strength or Rock

Effective Cohesion

(ksf)

Allowable

Rock/Concrete

Bond Strength 3

(ksf)

1 Soil 2.0 110 1.7 28 0 ---

2 Soil 6.0 110 7 40 0 ---

3 Soil 9.0 120 1.5 0 2.5 ---

4 Soil 13.5 120 1.5 0 2.5 ---

5 Soil 23.5 120 1.5 0 2.5 ---

6 Soil 28.5 110 2.2 35 0 ---

7 Soil 35.0 120 0.9 0 1.5 ---

Notes:

1. Design depth to groundwater is assumed to be greater than about 35 feet.

2. Deformation modulus determined based on the data in the following papers: (A) DiGioia, A.M., Donovan, T.D., and Cortese, F.J., “A Multi-

Layered/Pressuremeter Approach to Laterally Loaded Rigid Caisson Design”, presented at the seminar on Lateral Pressures Related to Large

Diameter Pipes, Piles, Tunnels, and Caissons, Dayton, Ohio, February 1975, ASCE. (B) Schmertmann, J.H., “Static Cone to Compute Static

Settlement over Sand”, Journal of the Soil Mechanics and Foundation Division, ASCE, Vol. 96, No. SM3, May 1970, pp. 1011-1043.

3. Allowable rock/concrete bond strength has a factor of safety of about 2.

APPENDIX D

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 gravelF

Cu 4 and/or 1 Cc 3 E

GP Poorly graded gravelF

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravelF,G,H

Fines classify as CL or CH GC Clayey gravelF,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 sandI

Cu 6 and/or 1 Cc 3 E

SP Poorly graded sandI

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sandG,H,I

Fines classify as CL or CH SC Clayey sandG,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 siltK,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 SiltK,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay

K,L,M,P

Liquid limit - not dried Organic siltK,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