Geotechnical Engineering Report · 2018-01-22 · undrained cohesion, estimated angle of internal friction values; and strength parameters for the LPILE and MFAD/HFAD computer program

Geotechnical Engineering Report Skiatook City Substation

Skiatook, Oklahoma

October 05, 2017

Terracon Project No. 04175204

Prepared for:

GRDA

Tulsa, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

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TABLE OF CONTENTS Page

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

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

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

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

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 Earthwork ........................................................................................................... 3

4.2.1 Site Preparation ....................................................................................... 3

4.2.2 Fill Material Types ................................................................................... 3

4.2.3 Compaction Requirements ...................................................................... 4

4.3 Drilled Pier Foundations ...................................................................................... 5

4.4 Slab Foundations ................................................................................................ 6

4.5 Seismic Site Class .............................................................................................. 7

5.0 GENERAL COMMENTS ................................................................................................ 8

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 Boring Log

APPENDIX B - LABORATORY TESTING

Exhibit B-1 Laboratory Test Description

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

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GEOTECHNICAL ENGINEERING REPORT

SKIATOOK CITY SUBSTATION SKIATOOK, OKLAHOMA


October 05, 2017

1.0 INTRODUCTION

This report presents the results of our geotechnical services performed for the proposed

addition to the Skiatook City Substation located at 1001 South Lombard Lane in Skiatook,

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

groundwater conditions

seismic consideration

foundation design and construction

earthwork

2.0 PROJECT INFORMATION

2.1 Project Description

Item Description

Site Layout See Exhibit A-1 Site Location Pap in Appendix A.

Structures

We understand that the project will include the installation of

different structures such as transmission line structures,

transformers, etc. Foundation types will be drilled concrete piers

(both laterally and vertically loaded) and concrete slab

foundations.

Maximum loads Not provided at the time of this report.

Grading

Grade changes for the proposed site were not provided to us at

the time of this report; however, based on the existing

topography, we anticipate approximately 2 feet of cut and/or fill

will be necessary for this site.

Geotechnical Engineering Report Skiatook City Substation ■ Skiatook, Oklahoma October 05, 2017 ■ Terracon Project No. 04175204


2.2 Site Location Description

Item Description

Location South of the existing Skiatook City substation located at 1001 South

Lombard Lane in Skiatook, Oklahoma.

Current Ground Cover Grass and vegetation.

Existing topography Relatively flat.

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 Encountered Consistency

Surface 4 inches Topsoil and vegetation N/A

1 4 feet Lean clay and lean to fat clay Stiff to very stiff

2 13.5 feet Highly weathered sandy shale and

weathered sandy shale Soft

3 18.5 feet Shaley lean to fat clay Very stiff

4 Boring termination depth of

about 30 feet

Shale

(with well-cemented sandstone

layers)

Moderately hard to

hard

Laboratory tests were performed on selected soil samples. Based on visual observation and

laboratory test results, the on-site soils generally classified as moderately to highly plastic clays.

The results of the laboratory tests performed are reported on the boring log.

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 observed at a depth of 14 feet in the boring

while drilling and after boring completion.



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 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

Based on the subsurface conditions encountered, structures subjected to heavy vertical or

lateral loads can be effectively supported on drilled pier foundations; lighter loaded structures

and transformers can be supported by shallow footing foundations.

4.2 Earthwork

4.2.1 Site Preparation

Areas within the limits of construction should be stripped and cleared of surface vegetation, and

debris.

After stripping the site, but before placing any new fill, we recommend the substation area be

proofrolled with a loaded, tandem-axle dump truck weighing at least 25 tons (under the

observation of Terracon personnel) to locate any soft or unstable zones. The proofrolling

should involve overlapping passes in mutually perpendicular directions. Where rutting or

pumping is observed during proofrolling, the unstable soils should be overexcavated and

replaced with an approved soil as described in following sections, if it cannot be effectively

compacted and stabilized in-place.

After completing the proofrolling, and before placing fill, the exposed subgrade should be

scarified to a minimum depth of 9 inches, moisture conditioned, and compacted as

recommended in Section 4.2.3 Compaction Requirements.

4.2.2 Fill Material Types

Engineered fill should meet the following material property requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Imported Low Volume

Change (LVC)

Material 2

CL or SC

(8 < PI ≤ 18)

All locations and elevations.

Required to depth of 24 inches below slab

foundations within proposed substation area (see

section 4.4 Slab Foundations).



Fill Type 1 USCS Classification Acceptable Location for Placement

On-Site Clay Soils CL , CL-CH

Depths greater than 24 inches below slab

foundations within substation area. All locations

and elevations in non-structure areas within

substation.

1. Controlled, compacted fill should consist of approved materials that are free of organic matter and

debris and contain maximum rock size of 3 inches. Frozen material should not be used, and fill

should not be placed on a frozen subgrade. A sample of each material type should be submitted to

the geotechnical engineer for evaluation prior to its use.

2. Low plasticity cohesive soil having a plasticity index (PI) of 8 to 18 and containing at least 15%

fines (material passing the No. 200 sieve, based on dry weight). An approved ODOT Type A

aggregate base material per section 703.01 of the ODOT Standard Specifications for Highway

Construction can be used as Imported LVC material.

4.2.3 Compaction Requirements

Recommended compaction and moisture content criteria for engineered fill materials are as

follows:

ITEM DESCRIPTION

Fill Lift Thickness 9 inches or less in loose thickness

Compaction Requirements 1

At least 95% of the material’s maximum dry density as

determined by the standard Proctor test method, ASTM D-

698.

Moisture Content

On-Site Soils or Imported Cohesive LVC Fill: -1% to +3% of

optimum moisture content

Aggregate Base: Workable moisture content 2

1. We recommend that engineered fill (including scarified compacted subgrade) be tested for

moisture content and compaction during placement. Should the results of the in-place density

tests indicate the specified moisture or compaction limits have not been met, the area represented

by the test should be reworked and retested as required until the specified moisture and

compaction requirements are achieved.

2. Moisture content sufficient to achieve satisfactory compaction without causing pumping when

proofrolled.

The recommended moisture content should be maintained in the scarified and compacted

subgrade and fills, until fills are completed and the foundations are constructed.

4.2.4 Earthwork Construction Considerations

Upon completion of filling and grading, care should be taken to maintain the subgrade moisture

content prior to construction of foundations. Construction traffic over the completed subgrade

should be avoided to the extent practical. The site should also be graded to prevent ponding of



surface water on the prepared subgrades or in excavations. If the subgrade should become

frozen, desiccated, saturated, or disturbed, the affected material should be reworked.

As a minimum, all temporary excavations should be sloped or braced as required by

Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe

working conditions. Temporary excavations will probably be required during grading operations.

The grading contractor, by his contract, is usually responsible for designing and constructing

stable, temporary excavations and should shore, slope or bench the sides of the excavations as

required, to maintain stability of both the excavation sides and bottom.

The geotechnical engineer should be retained during the construction phase of the project to

provide observation and testing during earthwork activities.

The exposed subgrade and each lift of compacted fill should be tested, evaluated, and

reworked, as necessary, until approved by the geotechnical engineer’s representative prior to

placement of additional lifts.

4.3 Drilled Pier Foundations

Based on the subsurface conditions encountered, more heavily loaded structures can be

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

design criteria for the drilled pier foundations. The tables include effective soil unit weight,

allowable end bearing pressure, allowable passive pressure, allowable side friction, estimated

undrained cohesion, estimated angle of internal friction values; and strength parameters for the

LPILE and MFAD/HFAD computer program.

In the table, 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 table 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 side friction resistance forces for the soils within 3 feet of the final 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.

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

pier excavations into the bedrock materials. If the pier drilling equipment is not able to adequately

clean the bearing surface, a larger shaft diameter may be required to permit sufficient cleaning.

Care should be taken so that the sides and bottom of the excavations are not disturbed during

construction.



The bottom of the shaft excavation should be free of loose material when concrete is placed.

Also, preferably the bottom of the pier excavation should be free of water accumulation at the

time of concrete placement. However, a relatively small amount of water accumulation may be

acceptable at the pier excavation bottom, based upon evaluation and approval of the

geotechnical engineer during construction. Concrete should be placed as soon as possible

after the foundation excavation is completed to reduce the potential disturbance of the bearing

surface.

Based on the results of the boring, we anticipate temporary casing will be required to help control

groundwater inflow and complete pier excavations. However, the need for casing should be

determined based on actual conditions encountered during construction.

With the use of temporary casing, a concrete slump of at least 6 inches is recommended to

facilitate casing removal. While withdrawing casing, care should be exercised to maintain

concrete inside the casing at a sufficient level to resist earth and hydrostatic pressures acting on

the casing exterior. Arching of the concrete, loss of seal and other problems can occur during

casing removal and result in contamination of the drilled pier. These conditions should be

considered during the design and construction phases. Placement of loose soil backfill should

not be permitted around the casing prior to removal.

If water is present in the pier excavations, water should be removed by pumping or drilled out,

or the concrete should be tremied completely to the bottom of the excavation with a closed-end

tremie. If soil and rock at the bottom and along the sides of the foundation excavation soften as

a result of water accumulation, those materials should be removed before placing concrete.

Drilled pier foundations designed and constructed according to the recommendations presented

herein above and bearing within approved shale bedrock materials should experience a total

long-term settlement of less than 1 inch.

4.4 Slab Foundations

Lightly loaded substation structures can be supported on slab foundations. To reduce potential

movements due to shrink-swell of the native clays and provide more uniform support, we

recommend that a minimum 24-inch thick layer of tested and approved, engineered fill be

constructed beneath the slab foundations. The engineered fill should consist of Imported Low

Volume Change material as defined in section 4.2.2 Fill Material Types. The engineered fill

should extend laterally at least 8 inches beyond the sides of the slab foundation for each 12-

inch depth of engineered fill placed below the bearing level. The on-site soils should be

undercut sufficiently to allow for construction of the engineered fill layer below slab foundations.

Design parameters and construction considerations for slab foundations are presented in the

following sections.



4.4.1 Slab Foundations Design Recommendations

Description Design

Foundation type Slab foundation

Bearing material Minimum 24 inches of tested and approved,

engineered fill

Net allowable bearing pressure 1 2,000 psf

Minimum foundation depth

(below lowest finished exterior grade) 2 24 inches

Estimated total and differential movement 1 inch or less

1. The net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden

pressure at the foundation base elevation.

2. Minimum depth will provide frost protection. Where the slab foundation will not bear at depths of 24

inches below the final adjacent grade, the foundations should be provided with perimeter turned-down

edges extending at least 24 inches below the final adjacent grade.

4.4.2 Construction Considerations for Slab Foundations

Foundation bearing surfaces should be free of loose or disturbed material and water when

concrete is placed. Concrete should be placed as soon as possible after fill placement is

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

The foundation bearing surfaces should be evaluated for suitability prior to placing reinforcing

steel and concrete.

Overexcavations required to construct the recommended engineered fill layer below slab

foundations should be cleaned of all loose material, debris, and water before placing any backfill.

To verify that suitable bearing materials are encountered, we recommend the base of all

foundation overexcavations be observed and evaluated by the geotechnical engineer prior to

placing the engineered fill. If unsuitable bearing soils are encountered in foundation

overexcavations, the unsuitable soils should be removed and replaced with engineered fill.

Overexcavation for compacted backfill placement below foundations should extend laterally

beyond all sides of the foundations at least 8 inches per foot of overexcavation depth below

foundation base elevation.

4.5 Seismic Site Class

Code Used Site Classification

2015 International Building Code (IBC) 1 C

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

ASCE 7. The 2015 International Building Code (IBC) uses a site soil profile determination

extending a depth of 100 feet for seismic site classification. The current scope requested does

not include a 100 foot soil profile determination. The boring was extended to a maximum depth



Continued from Page 7

of approximately 30 feet and this seismic site class definition considers shale below the maximum

depth of the subsurface exploration. Additional exploration to deeper depths would be required to

confirm the conditions below the current depth of exploration.

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.

The analysis and recommendations presented in this report are based upon the data obtained

from the borings performed at the indicated locations and from other information discussed in

this report. This report does not reflect variations that may occur between borings, across the

site, or due to the modifying effects of construction or weather. The nature and extent of such

variations may not become evident until during or after construction. If variations appear, we

should be immediately notified so that further evaluation and supplemental recommendations

can be provided.

The scope of services for this project does not include either specifically or by implication any

environmental assessment of the site or identification or prevention of pollutants, hazardous

materials or conditions. If the owner is concerned about the potential for such contamination or

pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the

project discussed and has been prepared in accordance with generally accepted geotechnical

engineering practices. No warranties, either express or implied, are intended or made. Site

safety, excavation support, and dewatering requirements are the responsibility of others. In the

event that changes in the nature, design, or location of the project as outlined in this report are

planned, the conclusions and recommendations contained in this report shall not be considered

valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this

report in writing.

APPENDIX A

FIELD EXPLORATION

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

04175204

SEE BAR SCALE

04175204

OCTOBER 2017

SITE LOCATION MAP

A-1GEOTECHNICAL EXPLORATION

SKIATOOK CITY SUBSTATION1001 SOUTH LOMBARD LANE

SKIATOOK 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

04175204

SEE BAR SCALE

04175204

OCTOBER 2017

BORING LOCATION PLAN

A-2GEOTECHNICAL EXPLORATION

SKIATOOK CITY SUBSTATION1001 SOUTH LOMBARD LANE

SKIATOOK OKLAHOMA

N

APPROXIMATE SCALE IN FEET

0 140140© 2017 GOOGLE

LEGENDBORING LOCATION

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

B-1

AutoCAD SHX Text

WEST OAK STREET

AutoCAD SHX Text

SOUTH LOMBARD LANE


Responsive ■ Resourceful ■ Reliable 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 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 Standard Penetration Test (SPT) drive hammer was used to advance the split-

barrel sampler. The automatic drive hammer achieves a greater mechanical efficiency when

compared to a conventional safety drive hammer operated with a cathead and rope. We

considered this higher efficiency in our interpretation and analysis of the subsurface information

provided with 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.

15

29

14

13

9

11

18

17

16

47-15-32

2-3-5N=8

7-9-10N=19

8-18-30N=48

23-37-41N=78

50/3"

50/5"

8-14-20N=34

50/2"

50/1"

1.52.0

4.0

6.5

13.5

18.5

4" TopsoilLEAN CLAY (CL), brown, medium stiff

LEAN CLAY (CL), with sand, brown with yellowish-brown, stiffLEAN CLAY/FAT CLAY (CL/CH), with sand and iron nodules,yellowish-brown with gray, very stiff

HIGHLY WEATHERED SANDY SHALE+, light olive-brownwith gray and trace rusty brown, soft

WEATHERED SANDY SHALE+, olive-brown with trace rustybrown, soft

SHALEY LEAN TO FAT CLAY (CL/CH), olive-gray with tracerusty brown, very stiff

SHALE+, with well-cemented sandstone layers, olive-gray,hard to moderately hard

- gray below about 23.5 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.

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1001 South Lombard Lane Skiatook, OKSITE:

Page 1 of 2

Advancement Method:Power Auger

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

Notes:

Project No.: 04175204

Drill Rig: RIG-5/850

Boring Started: 09-13-2017

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

Driller: DW

Boring Completed: 09-13-2017

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: Skiatook City Substation

9522 E 47th Pl Ste DTulsa, OK

WATER LEVEL OBSERVATIONS

14 ft After boring

14 ft While drilling

DEPTH

LOCATION See Exhibit A-2

1550/2"

30.0

SHALE+, with well-cemented sandstone layers, olive-gray,hard to moderately hard (continued)

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

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G IS

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(In

.)

1001 South Lombard Lane Skiatook, OKSITE:

Page 2 of 2

Advancement Method:Power Auger

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

Notes:

Project No.: 04175204

Drill Rig: RIG-5/850

Boring Started: 09-13-2017

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

Driller: DW

Boring Completed: 09-13-2017

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: Skiatook City Substation

9522 E 47th Pl Ste DTulsa, OK

WATER LEVEL OBSERVATIONS

14 ft After boring

14 ft While drilling

DEPTH

LOCATION See Exhibit A-2

APPENDIX B

LABORATORY TESTING


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 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)

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.

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

Skiatook City Substation


Skiatook, Oklahoma

Depth 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)

0 - 3 120 --- Ignore --- Ignore --- Ignore 0

3 - 4 125 --- 450 --- 2,000 --- 2,000 0

4 - 6.5 125 --- 1,000 --- 5,000 --- 5,000 0

6.5 - 14 130 8,0004 2,500 --- 15,000 --- 7,200 0

14 - 18.5 60 8,000 800 --- 4,000 --- 4,000 0

18.5 -30 70 35,000 3,500 --- 23,000 --- 14,400 0

Notes:

1. Design depth to groundwater is about 14 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 values have a safety factor of approximately 2.

4. Allowable bearing pressure represents a reduced value due to presence of underlying shaley clay layer.

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 Stiff Clay without Free Water (3) 0 3 428 120 1000 0 0.0104

2 Stiff Clay without Free Water (3) 3 4 622 125 2000 0 0.0071

3 Stiff Clay without Free Water (3) 4 6.5 1,202 125 5000 0 0.0043

4 Weak Rock (9) 6.5 14 10,000 130 100 0 0 0.0005

5 Stiff Clay without Free Water (3) 14 18.5 1,008 60 4000 0 0.0048

6 Weak Rock (9) 18.5 30 20,000 70 200 0 0 0.0005

NOTES:

1. Design depth to subsurface water is about 14 feet.

2. Value given for Weak Rock is E ri in psi.

3. Uniaxial compressive strength for rock, in psi

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

TABLE B.1

BORING B-1

L-PILE LATERAL CAPACITY ANALYSES

DESIGN SOIL/ROCK PARAMETERS FOR

UNDRAINED CONDITIONS

Skiatook , Oklahoma



Depth to Soil Layer

LPILE

Soil Type



TABLE C.1

BORING B-1

MFAD 5.0/HFAD 5.0 ANALYSES

SOIL/ROCK PARAMETERS



Skiatook, 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 3.0 120 0.62 0 1.0 ---

2 Soil 4.0 125 1.3 0 2.0 ---

3 Soil 6.5 125 3.0 0 5.0 ---

4 Soil 14.0 130 6 0 7.2 ---

5 Soil 18.5 60 2.5 0 4.0 ---

6 Soil 30.0 70 10 0 14.4 ---

Notes:

1. Design depth to groundwater is about 14 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

sgebretsadik

Text Box

Exhibit D-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

sgebretsadik

Text Box

Exhibit D-2

srspiller

Typewritten Text

srspiller

Typewritten Text

srspiller

Typewritten Text

srspiller

Typewritten Text

srspiller

Typewritten Text

srspiller

Typewritten Text

sgebretsadik

Text Box

Exhibit D-3

Documents

Geotechnical Engineering Report · 2018-01-22 · undrained cohesion, estimated angle of internal friction values; and strength parameters for the LPILE and MFAD/HFAD computer program