Appendix G - Geotechnical Report.pdf

APPENDIX G

GEOTECHNICAL REPORT

Boring logs for test drilling made at various locations along the right-of-way are included in this appendix. This boring information is included for reference. No representations are made to the accuracy or applicability to any location except the exact location and diameter of the test hole.

They are included only as a courtesy. Sub soil conditions in this area can be highly variable. The Contractor should anticipate that conditions can likely be different and have on site the necessary equipment and means to properly handle excavation.

Geotechnical Evaluation

FOR

Sallisaw Van Buren 161kV Line Rebuild

Sequoyah County, Oklahoma and Crawford County, Arkansas

FMG Project No. 190721

June 7, 2019

Prepared For:

High Energy, Inc.

650 South Cherry Street, Suite 510

Denver, Colorado 80246

FMG ENGINEERING 3700 Sturgis Road • Rapid City, SD 55702 • fmgengineering.com • 605-342-4105

Civil Engineering Geotechnical Engineering Materials Testing Laboratory i Land Surveying Environmental Services Water Resources

June 7, 2019

Mr. Kris Johnson High Energy, Inc.

650 South Cherry Street, Suite 510 Denver, Colorado 80246

Re: Geotechnical Evaluation for Sallisaw Van Buren 161kV Line Rebuild

Dear Mr. Johnson:

As requested, we have performed a geotechnical evaluation for the referenced project. The purpose of this evaluation was to identify the subsurface characteristics along the project alignment and provide the geotechnical design parameters.

The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practices. We make no other warranty, either expressed or implied.

We trust this information to be sufficient. If you have any questions or desire any additional information, please do not hesitate to contact us.

Respectfully submitted, FMG Engineering

Alex Fisher, P.E.

Enclosures c: Z:\190721 HEI - Sallisaw-Van Buren 161kV Line\Geotech ii

TABLE OF CONTENTS

SECTION PAGE

TRANSMITTAL LETTER .......................................................................................................................................... i

TABLE OF CONTENTS & LIST OF FIGURES .................................................................................................. iii & iii

1. INTRODUCTION

2. FIELD SAMPLING AND TESTING PROCEDURES

3. LABORATORY ANALYSIS

3.1 ATTERBERG LIMITS

3.2 GRAIN SIZE ANALYSIS DATA

3.4 SAMPLE STORAGE

4. SITE CONDITIONS

4.1 MATERIALS PRESENT

4.1.1 Material Descriptions

4.2 GROUNDWATER TABLE

4.3 GEOLOGIC CONDITIONS

5. CONCLUSIONS AND RECOMMENDATIONS

5.1 FOUNDATIONS

5.1.1 Foundation Conditions

5.1.2 Foundation Design

5.2 SEISMIC DESIGN CRITERIA

5.3 ANCHOR TYPE ASSESSMENTS

6. PROJECT OBSERVATION AND CONSTRUCTION QUALITY ASSURANCE

7. CONCLUDING STATEMENT

iii

TABLES, FIGURES AND APPENDICES

TABLE 1 - STRUCTURE AND BOREHOLE SUMMARY

TABLE 2 – ANCHOR ASSESSMENTS

TABLE 3 - SEISMIC DESIGN CRITERIA

FIGURES 1 TO 2 .................................................................................................. BOREHOLE LOCATIONS

FIGURE 3 ......................................................... CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

APPENDIX A .................................................................................................................. GEOLOGIC LOGS

APPENDIX B ....................................................................................................... LABORATORY TESTING

APPENDIX C .................................................................................... FOUNDATION DESIGN PARAMETERS

APPENDIX D .............................................................................. ANCHOR TYPE ASSESSMENT SUMMARY

APPENDIX E ........................................................................................................................ REFERENCES

FMG Geotechnical Evaluation Sallisaw Van Buren 161kV Line Rebuild

1. INTRODUCTION

Southwestern Power Administration (SWPA) plans to rebuild an existing 161kV transmission line which extends from the Sallisaw Substation near Sallisaw, Oklahoma to the Van Buren Substation near Van Buren, Arkansas. The new structures will be wood or steel directly-embedded poles.

FMG Engineering (FMG) was retained by High Energy, Inc. (HEI) to identify the subsurface characteristics, recommend suitable foundation alternatives, and provide the geotechnical design parameters for portions of the project alignment. Our scope also included the reconnaissance of twenty-eight structure locations to assess the applicable anchor types for the site conditions.

The thirteen structures included in our evaluation and the corresponding FMG boreholes are summarized below in Table 1 and shown on Figures 1 and 2.

Table 1 - Structure and Borehole Summary

Structure Number FMG Borehole Number

1 203A 1

2 140 2

3 106 3

4 97A 4

5 92 5

6 75 17

7 69 18

8 53 6

9 40 7

10 32 8

11 26 10

12 04 16

13 01 9

Structures 55 and 47 were planned for exploration but were found to be inaccessible by conventional truck-mounted drilling equipment.

The structures included in our anchor assessment are listed below in Table 2 and shown on Figures 1 and 2.

Table 2 – Anchor Assessments

Structure Number

1-B

203A

97A

This report presents our geotechnical evaluation and recommendations for geotechnical design parameters. Our evaluation included the following general scope of activities:

1. A general review of the regional geology, and related site characteristics.

2. Field observations and exploratory borings, sampling, and testing at representative locations to determine the depth, thickness, orientation, engineering characteristics, and composition of the subsurface conditions.

3. Laboratory tests to identify the soil types, classifications, and engineering properties of the subsurface materials encountered at the site.

4. An analysis of the data obtained, and determination of suitable geotechnical design parameters and other such recommendations as considered applicable to satisfactory design and performance.

Field and laboratory tests were generally accomplished in accordance with current

ASTM, AASHTO and IEEE procedures, where applicable. The evaluation was accomplished under the direction of a registered professional engineer. This report presents the geotechnical engineering evaluation with recommendations for foundation design. We have also included a discussion of our field sampling and testing procedures, laboratory analyses, and site conditions.

2. FIELD SAMPLING AND TESTING PROCEDURES

A total of thirteen boreholes were drilled at the locations shown on Figures 1 and 2 to identify the subsurface characteristics and obtain soil samples for laboratory testing. The boreholes were drilled with a CME 45 drill rig equipped with an automatic hammer and were observed by the FMG field geologist.

The number of boreholes and the locations were selected by the project designer, High

Energy, Inc. and were adjusted as necessary in the field by FMG, Inc. with respect to site access and avoidance of overhead and underground utilities. Structures 55 and 47 were planned for exploration but were found to be inaccessible by conventional truck-mounted drilling equipment. If the project layout changes significantly, or additional project features are considered, we should be notified and if necessary, additional boreholes drilled in unexplored areas.

Field testing consisted of obtaining standard penetration test (SPT) samples from various depths in the boreholes. The SPT testing was performed to identify the relative field strengths of the subsurface materials and to obtain samples for laboratory analyses. Where bedrock prevented advancement of the borehole with auger drilling methods, rock coring techniques were utilized to advance the boreholes.

Geologic logs of the boreholes were maintained by a field geologist and the materials were classified in accordance with ASTM: D 2487-90 and D 2488-90 (Unified Soil Classification System), Figure 2. The geologic logs include the general drilling method data, depths of major changes in the character of the subsurface materials, visual description of the materials, sample locations, standard penetration data and locations, and groundwater data.

In addition, the geologic logs also include the data from certain laboratory classification and physical property analyses. The geologic logs are presented as Appendix A.

The geologic logs and related information depict only the conditions and materials encountered at the specific borehole location and at the particular time designated on the logs.

Soil conditions at other locations may be different from those encountered at the borehole locations. Also, the passage of time may produce a changed soil condition. We have extrapolated the data obtained from the boreholes and our conclusions and recommendations are based on the assumption that the materials encountered are representative of the soils that exist over the site. Anomalies may be present around the boreholes.

3. LABORATORY ANALYSIS

The laboratory analysis was directed towards the determination of soil types drilled on the site and their engineering properties. The laboratory testing was performed in general conformance with current ASTM and AASHTO procedures, where applicable. The laboratory testing results are provided in Appendix B, and on the geologic logs where applicable.

3.1 ATTERBERG LIMITS

The Atterberg limits were determined for select samples. These tests allow for more detailed classification of soils, and provide information relative to the expected engineering characteristics and properties. (ASTM D4318-05)

3.2 GRAIN SIZE ANALYSIS DATA

Standard grain size analysis determinations were performed on select samples to determine the grain size distribution and assist in the determination of the physical characteristics and engineering properties of the subsurface materials. (ASTM D422- 63(2007))

3.3 DIRECT SHEAR TESTS

The strength characteristics of the on-site materials were determined with direct shear testing of samples that were obtained from the site. The direct shear test results provide indications of the soil's internal angle of friction (φ) in degrees (o). (ASTM 3080)

3.4 SAMPLE STORAGE

The soil samples obtained during this evaluation will not be stored. If the client wishes to receive the samples, arrangements should be made; otherwise the samples will be discarded.

4. SITE CONDITIONS

The subject alignment of the transmission line for this evaluation extends from the

Sallisaw Substation, approximately 5 miles north of Sallisaw, Oklahoma to the Van Buren Substation, approximately 2 miles north of Van Buren, Arkansas. The approximately 25-mile, east-west trending alignment traverses rolling agricultural or range land and rolling to hilly forested land.

Vegetation ranges from short pasture grasses to thickly wooded areas. Sandstone outcroppings were noted throughout the western half of the alignment.

4.1 MATERIALS PRESENT

The stratigraphy encountered at the borehole locations were relatively consistent and generally consisted of 2 to 10 feet of residual soils overlying sandstone and shale bedrock.

At Structure 203A (BH-1) alluvial soils were encountered to the total depths explored.

4.1.1 Material Descriptions

The residual soils were found to consist of lean clays, sands and silts and were generally very stiff to dense in consistency and moist.

The alluvial soils encountered at Structure 203A (BH-1) were found to consist of a thin layer of silty lean clay overlying well graded gravels to the total depths explored. The clays were brown, moist and exhibited a low plasticity. The gravels were found to be brown, moist, non-plastic and dense in consistency.

The bedrock encountered along the alignment was generally encountered within 3 to

10 feet of the ground surface. Sandstone was the predominant bedrock type, although shale and siltstone were encountered within a number of boreholes. The bedrock materials were generally found to be weathered, hard and prevented advancement of the borehole by auger methods in a majority of the boreholes.

The geologic logs indicate the specific soil characteristics observed throughout the profiles in each of the boreholes advanced at the site.

4.2 GROUNDWATER TABLE

Groundwater was only encountered at Structure 203A (BH-1) at a depth of approximately 5 feet. Groundwater was not encountered in any of the other borehole locations.

Groundwater presence and levels should be anticipated to vary in response to seasonal changes in precipitation, bedrock fracture patterns, high precipitation events, and snow melt, and may not be accurately delineated within the normal scope of a geotechnical evaluation.

4.3 GEOLOGIC CONDITIONS

The geologic conditions of the project alignment can be generally described as residual soils overlying shale, sandstone and siltstone bedrock. Residual soils generally exhibit similar mineralogy to their underlying parent materials, although the high degree of weathering usually causes the overall soil structure to differ. The underlying bedrock is interpreted to be a part of the Atoka Formation, a Tertiary-aged formation consisting of claystone, siltstone and sandstone. Thin coal beds and seams are known to exist throughout the formation. (Marcher, 1969) Generally coarse-grained alluvial deposits associated with Hog Creek were encountered in Borehole 1 (Structure 203A).

Available geologic mapping of the area does not indicted faulting or significant geologic structures which may impact siting, design or performance of the proposed project.

(Marcher, 1969)

5. CONCLUSIONS AND RECOMMENDATIONS

From our subsurface exploration and engineering analysis, we have arrived at the following conclusions and have the following recommendations with regard to foundation selection and design. The conclusions and recommendations presented in this report do not reflect variations in subsurface conditions that are likely to exist in unexplored areas. Should such variations be revealed during construction, it may be necessary to re-evaluate our recommendations based upon on-site observation of the variations.

5.1 FOUNDATIONS

5.1.1 Foundation Conditions

We understand that direct embed foundations will be used for all the wood or steel pole structures covered by this evaluation. The subsurface conditions encountered at each of the structure locations explored during this evaluation are generally suitable for direct embed foundations.

However, sandstone, siltstone and shale bedrock materials will be encountered at most of the locations explored as part of this evaluation. Difficult drilling conditions requiring appropriately sized equipment applicable for drilling in bedrock conditions should be anticipated.

Due to the alluvial soils encountered at Structure 203A and the shallow groundwater conditions, casing may be necessary to allow placement of the pole and aggregate backfill.

Site access constraints prevented the drilling of boreholes at Structures 47 and 55.

However, based on geologic reconnaissance performed by FMG, the foundation conditions at these sites likely consist of a thin layer of residual soils overlying sandstone bedrock. A summary of the site observations for these structures is provided in Appendix D.

5.1.2 Foundation Design

We understand the pole foundations will be designed using the Moment Foundation Analysis and Design (MFAD) software developed by the Electric Power Research Institute (EPRI) and the LPile software developed by Ensoft, Inc.

Estimates of the required soil and rock design parameter inputs for the software were developed from the results of our site explorations, geotechnical laboratory testing, empirical correlations (EPRI, 1990 et al.) (EPRI & FAD, 2015), and engineering evaluation and analyses. The recommended foundation design parameters are presented in Appendix C. It is recommended that the upper 1 foot of soil be neglected for analysis due to the inherently lower strength of surficial soils and the potential for erosion.

5.2 SEISMIC DESIGN CRITERIA

Seismic design should be in accordance with the 2015 Edition of the International Building Code (IBC) and ASCE 7-16 using the seismic design parameters provided below.

Table 3 - Seismic Design Criteria

2015 IBC/ASCE 7-16 Seismic Design Parameters

Seismic Category A

Site Class B

MCE Spectral Response Accelerations

Short Period, Ss 0.157 g

1-second, S1 0.086 g

Site Coefficients, Fa 0.9

Site Coefficient, Fv 0.8

Design Spectral Response Accelerations

Short Period, SDS 0.094 g

1-second, SD1 0.046 g

5.3 ANCHOR TYPE ASSESSMENTS

Our evaluation included the assessment of twenty-eight structure locations for the purposed of determining the most applicable anchor type. The assessment included a cursory geological and geotechnical review of the physical site conditions including general topography, vegetation type, and rock outcrops. Boreholes or subsurface explorations were not within the scope of our assessments. The assessment considered the discernable geotechnical and geological conditions of the site and applicability of either 1) deadman anchors, or 2) helical screw anchors. Based on the soil conditions encountered throughout the alignment, designs may consider the surficial soils as Class 6 Soils per the Chance Anchors Catalog 4, June 2016. A summary of the assessment for each assessed structure location is included as Appendix D. Actual subsurface conditions and applicable anchor type may vary from those indicated in Appendix D.

6. PROJECT OBSERVATION AND CONSTRUCTION

QUALITY ASSURANCE

Frequently, soil conditions vary slightly from those encountered in the borings that were drilled. Therefore, we urge that we be retained to review the portions of the plans that pertain to earthwork and foundations and to observe the construction of the foundations as part of a detailed construction quality assurance program. Failure to properly place the construction materials and structural elements can result in excessive movements potentially leading to failure and significant impact to the structural integrity of the structure.

Our recommendations are based on the necessary assumption that the material and structural element placement will occur as specified and that a detailed construction quality assurance program will be provided that clearly documents the proper placement of materials and structural elements at this site through adequate methods and frequency of testing. In the absence of such control and documentation performed by FMG (or another agent and copied to FMG for our files), FMG assumes no responsibility or liability for the performance of any foundation systems or structural elements of the structures.

We are available to observe construction operations, particularly the foundation excavations, concrete placement operations, and other such field observations as may be necessary. Under no circumstances is it our intent to directly control the physical activities of the contractor or the contractor's workmen. Any field testing or observations performed by FMG would be a part of engineering options rendered to the contractor and should not be misconstrued as supervision of the contractor's work or workmen.

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CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

ASTM Designation: D 2487-90 and D 2488-90 (Unified Soil Classification System)

Soil Classification Criteria for Assigning Group Symbols and Group NamesA Group Symbol Name

COARSE-GRAINED SOILS Gravels Clean Gravels Cu > 4 and 1 < Cc < 3E GW Well-Graded GravelF More than 50% retained on More than 50% of coarse Less than 5% finesC Cu < 4 and/or 1 > Cc > 3E GP PoorlyGradedGravelF the No. 200 sieve fraction retained on No. 4 sieve Gravels with Fines Fines classify as ML or MH GM Silty GravelF,G,H More than 12% finesC Fines classify as CL or CH GC Clayey GravelF,G,H

Sands Clean Sands Cu > 6 and 1 < Cc < 3E SW Well-Graded SandI 50% or more of coarse Less than 5% finesD Cu < 6 and/or 1 > Cc > 3E SP Poorly Graded SandI fraction passes No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty SandG,H,J More than 12% finesD Fines classify as CL or CH SC Clayey SandG,H,I

FINE-GRAINED SOILS Silts and Clays inorganic PI>7and on or above "A" lineJ CL Lean ClayK,L,M 50% or more passes the Liquid limit less than 50 soils PI<4 or plots below "A" lineJ ML SiltK,L,M No. 200 sieve organic Liquid limit-oven dried Organic ClayK,L,M,N

----------------------------<.75 OL

soils Liquid limit-not dried Organic SiltK,L,M,O

Silts and Clays inorganic PI plots on or above "A" line CH Fat ClayK,L,M Liquid limit 50 or more soils PI plots below "A" line MH Elastic SiltK,L,M organic Liquid limit-oven dried Organic ClayK,L,M,P

----------------------------<.75 OH

soils 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-in. (75-mm) sieve. G. If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM B. If field sample contained cobbles or boulders, or both, H. If fines are organic, add "with organic fines" to group name.

add "with cobbles and boulders, or both" to group name. I. If soil contains > 15% gravel, add "with gravel" to group name.

C. Gravels with 5% to 12% fines require dual symbols: J. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.

GW-GM well-graded gravel with silt K. If soil contains 15% to 29% plus No. 200, add "with sand" or GW-GC well-graded gravel with clay "with gravel," whichever is predominant.

GP-GM poorly graded gravel with silt L. If soil contains > 30% plus No. 200, predominantly sand, add GP-GC poorly graded gravel with clay "sandy" to group name.

D. Sands with 5% to 12% fines require dual symbols: M. If soil contains > 30% plus No. 200, predominantly gravel, add SW-SM well-graded sand with silt "gravely" to group name.

SW-SC well-graded sand with clay N. PI > 4 and plots on or above "A" line.

SP-SM poorly graded sand with silt O. PI < 4 or plots below "A" line.

SP-SC poorly graded sand with clay P. PI plots on or above "A" line.

E. Cu = D60/D10 Cc=(D30)

2/D10xD60 Q. PI plots below "A" line.

F. If soil contains > 15% sand, add "with sand" to group name.

PLASTICITY CHART

Liquid Limit (LL)

Pl as tic ity

In de x (P

I)

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

CH or OH

CL or OL

CL-ML ML or OL

"A" Line

Equation of "A" - line: Horizontal at PI = 4 to LL = 25.5, then PI = 0.73(LL-20) (Chart is for general graphic presentation purposes only)

- Figure 3-

Appendix A

Geologic Logs

Topsoil Alluvium

P1A 20/16/12 N=

C1A

C1B

TOPS

CL-ML

GW

GM

GW-GC

Topsoil Silty Lean Clay: Brown, Moist, Low plasticity.

Well-Graded Gravel:

Rounded to Subrounded, Brown, Moist, Non-plastic, Dense consistencey.

Auger Refusal at 7'. 1' Red- Brown Sandstone boulder at 7' retrieved in rock core.

Well-Graded Gravel with Clay: Rounded to Subrounded, Saturated, Non-plastic. Low retrieval of material in rock core.

End of borehole at 17'.

Groundwater encountered at 5' during drilling.

6.9 19 NP

20%

25%

PROJECT: GEOLOGIC LOG BORING LOCATION:

190721 HEI - Sallisaw - Van Buren 161 kv Line OF Structure 203A

LOCATION: Fort Smith, AR BOREHOLE BH-1 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/3/19 COMP.: 4/3/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

sheet 1 of 1

Topsoil Residual

Atoka Formation

C2A

C2B

TOPS

CL

SS

WS

SS

Topsoil Lean Clay with Gravel:

Red, Moist, Low plasticity.

Sandstone: Tan-grey, Laminated to Thin-bedded, Moderately weathered.

Weathered Shale: Light grey with iron staining, Moist, Medium plastic, Highly weathered. Low retrieval of shale in the rock core.

Sandstone: Tan-grey, Laminated to Thin-bedded, Moderately weathered.

End of Borehole at 13'. No groundwater encountered while drilling.

36.5

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 140

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-2 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/3/19 COMP.: 4/3/19 BORING DIAMETER: 2"/6"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Formation

C3A

C3B

CL-ML

SS

Silty Lean Clay: Moiust, Low plasticity.

Sandstone: Fine to Medium, Grey, Laminated to Thin-bedded, Moderately weathered. Trace grey shale interbedded at 7'.

End of Borehole at 13'. No groundwater encountered while drilling.

89.3

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 106

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-3 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/3/19 COMP.: 4/3/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/ Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Fromation

P4A 15/15/23 N=

C4A

C4B

ML

SS

Coal

SS

Silt with Sand: Red, Moist, Non-plastic, Very stiff soil.

Sandstone: Well-graded, Grey-tan, Moist, Non-plastic, Laminated to thin-bedded, Moderately weathered. Trace grey shale with iron staining interbedded. Change to sandstone observed in sampler at 6'.

Auger refusal at 6.5'.

Coal observed in bottom 1/4" of the rock core.

Sandstone: Well-graded, Grey-tan, Moist, Non-plastic, Laminated to thin-bedded, Moderately weathered. Trace grey shale with iron staining interbedded. Change to sandstone observed in sampler at 6'.

End of borehole at 16.5'.

No groundwater encountered while drilling.

7.6 108.2 45

89.7

68.7

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 97A

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-4 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/4/19 COMP.: 4/4/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Gravel Road and Fill

Atoka Formation P5A

5/5/11 N=16

P5B N=100

C5A

CL-ML

GC

WS

SILTS

Lean Clay with Sand and Gravel: Red, Moist, Low plasticity. Sandstone boulders at the surface.

Color Change to Grey- Brown at 6".

Clayey Gravel: Rounded, Well-Graded, Moist, Non-plastic.

Weathered Shale: Grey-brown with iron staining, moist, Low to medium plasticity, Very stiff soil, Laminated, Highly weathered.

Siltstone: Brown, Dry to moist, Low to non-plastic, Laminated, Moderately weathered. Iron concretions throughout.

End of borehole at 16'. No groundwater encountered while drilling.

12.5 103.5 26

63 48

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 92

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-5 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/4/19 COMP.: 4/4/19 BORING DIAMETER: 6"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: 4.5'

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Formation

P6A N=100

C6A

TOPS

ML

SILTS

SS

SHALE

Topsoil Lean Silt with Gravel:

Brown, Wet, Low plasticity.

Siltstone: Brown, Dry, Low to non-plastic, Hard soil consistency, Laminated, Highly weathered. Iron concretions throughout.

Auger refusal at 8.5'.

Sandstone: Fine to medium, Grey with iron staining, Laminated, Moderately weathered.

Black shale interbedded at increasing frequency with depth.

Shale: Black, Laminated, Moderately weathered.

Grey, laminated sandstone interbedded.

End of Borehole at 13.5'.

No groundwater encountered while drilling.

5.6 110.2 49

82.7% 36%

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 53

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-6 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/4/19 COMP.: 4/4/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Fromation

C7A

C7B

TOPS

SW

SS

SS

Topsoil Well-Graded Sand with Gravel: Brown, Moist, Non-plastic.

Sandstone: Fine to medium, light brown, Dry, Highly weathered.

Auger refusal at 4'.

Sandstone: Fine to Medium, Grey, Laminated to Thin-bedded, Moderately weathered. Black shale interbedded.

End of borehole at 14'. No groundwater encounter while drilling.

92.2

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 40

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-7 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/5/19 COMP.: 4/5/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Formation

P8A N=100

C8A

C8B

TOPS

SW

SS

Topsoil Well-Graded Sand: Red, Moist, Non-plastic.

Sampler limited to 3" penetration.

Sandstone: Fine to medium, Grey, Thin-bedded, Moderately weathered. Iron staining and organics interbedded.

< 1/2" bentonite beds at approximately 6" intervals from 5' to 7'.

Auger refusal at 5'.

End of borehole at 15'. No groundwater encountered while drilling.

92%

14%

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 32

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-8 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/5/19 COMP.: 4/5/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Formation P9A

30/16/29 N=

P9B N=100

P9C N=100

TOPS

SP-SM

SS

WS

Coal

SHALE

SHALE

SS

Topsoil Sand with Silt and Gravel:

Fine, Red-Brown, Moist, Non-plastic.

Sandstone: Fine to Medium, Grey, Highly weathered, with organics.

Weathered Shale: Light grey-brown, Moist, Low to medium plasticity, Hard soil consistency, Laminated, Highly weathered.

Bentonite, silty fine sand, and iron staining interbedded. Change to shale observed in sampler atr 5.5' Coal observed in cuttings at 8'.

Shale: Very dark grey, Moist, Medium plasticity, Laminated, Moderately weathered. Contains coal and iron staining.

Sandy Shale: Light grey, Laminated, Moderately weathered. Observed in shoe of sampler at 10.25'.

Auger refusal at 13'.

Clayey Sandstone: Fine, Light grey, Moderately weathered. Sampler limited to 6" penetration.

End of borehole 1t 13.5'.

No groundwater encountered while drilling.

13.2 97.9 32

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 01

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-9 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/5/19 COMP.: 4/5/19 BORING DIAMETER: 6"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Fill

Atoka Formation

P10A 10/10/23 N=

P10B N=100

P10C N=100

TOPS

CH

CL

SS

SS

SHALE

SS

Topsoil Fat Clay with Silt: Red- Brown, Moist, Low to medium plasticity, Hard soil consistency. Contains bentonite.

Sandstone: Red-Brown, Moist, Low to non-plastic, Hard soil consistency, Highly weathered. Contains bentonite and iron concretions.

Slower drilling at 12'.

Silty Sandstone: Brown, observed in cuttings.

Sandy Shale: Tan-brown, Dry, Low to non-plastic Moderately weathered.

Sampler limited to 3" penetration.

Auger Scraping and refusal at 15.5' likely indicates competent sandstone. End of borehole at 15.5'. No groundwater encountered while drilling.

17.7 39 16

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 26

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-10 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/5/19 COMP.: 4/5/19 BORING DIAMETER: 6"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: 10'

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Topsoil Fill

Alluvium P16A N=100

P16B 50/3" N=100

TOPS

CL

GW

Topsoil Sandy Clay with Gravel:

Brown, Wet, Low plasticity.

Grey sandstone rip-rap at surface.

Well-Graded Gravel with Sand and Silt, Brown, Dry to Moist, No Plasticity, Dense to Hard, Cobbles and Possibly Boulders Throughout.

Auger refusal and end of borehole at 14'.

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 04

190721 HEI - Sallisaw - Van Buren 161 kv Line OF Drilled Along HW 14 Due to Access Issues

LOCATION: Fort Smith, AR BOREHOLE BH-16 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/9/2019 COMP.: 4/9/2019 BORING DIAMETER: 6"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Formation

C17A

C17B

TOPS

MH

SS

SS

Topsoil Sandy Silt: Brown, Moist, Medium plasticity.

Auger refusal at 2.5'.

Sandstone: Tan to Brown, Fine to Medium, Laminated, Highly weathered.

Sandstone: Well-graded, Laminated, Moderately weathered. Laminated black shale interbedded.

End of borehole at 12.5'.

Groundwater not encountered while drilling.

67.2

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 75

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-17 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/9/19 COMP.: 4/9/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Hollow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

Residual

Atoka Fromation

P18A N=100

C18A

C18B

TOPS

CH

CH

CH

SHALE

SS

Topsoil Fat Clay with Gravel: Darl Brown, Moist, Medium plasticity.

Fat Clay with Sand and Gravel: Brown, Moist, Low to medium plasticity. Hrrd rilling began at 5', Sampler was limited to 1" of penetration.

Fat Clay with Sand and Gravel: Grey, Easier drilling, material observed in drill cuttings.

Auger refusal at 7.5'.

Shale and Siltstone: Black, Laminated, slightly weathered. Laminated, grey fine sandstone interbedded.

Sandstone: Grey to Tan, Moist, Non Plastic, Laminated, Moderately Weathered, Some Minor Shale Interbeds, .

End of Borehole at 16.5'.

No groundwater encounterd while drilling.

99.8%

73%

PROJECT: GEOLOGIC LOG BORING LOCATION: Structure 69

190721 HEI - Sallisaw - Van Buren 161 kv Line OF

LOCATION: Fort Smith, AR BOREHOLE BH-18 GROUND ELEVATION:

PROJECT #: 190721 DATUM:

DATE STARTED: 4/9/19 COMP.: 4/9/19 BORING DIAMETER: 6"/2"

CONTRACTOR: MCE Engineering COLLAPSE DEPTH: N/A

DRILL METHOD: Holow Stem Auger/Rock Core 3700 Sturgis Road Rapid City, South Dakota 57702

FILL DEPTH: N/A

SEE ATTACHED KEY FOR ABBREVIATIONS, NOTES & DESCRIPTIONS

ELEVATION /

DEPTH

W A

T E

R

GEOLOGY

GRAPHIC

SAMPLE

TYPE,#

Core Run

USCS DESCRIPTION

NM

DD

(pcf)

LL

PI

Qu (psf) phi (deg)

Swell (ksf)

Core Recovery

RQD

1. The exploratory borings were drilled on the dates presented on the geologic logs. Please refer to the attached Soils Classification System Chart (Figure 2) for more detailed explanations on the soils and their properties.

2. The geologic logs of the boreholes and related information depict only the conditions and materials encountered at the specific boring location and at the particular time designated on the logs. Soil conditions at other locations will vary from those indeicated at each specific boring or sampling location. The given depths of material changes and the sample depths are approximate. Variations will occur.

3. These Logs are subject to the limitations, conclusions and recommendations provided in this report.

4. The numbers adjacent to the SPT sample locations are the blow/interval and represent the number of blows required to drive the 1" I.D. split spoon sampler the given distance into the soil with a 140# automatic hammer that drops 30". The SPT test is performed to a lenght of 18". The N Value for each given SPT is the number of blows required to drive the 1" I.D. sampler into the last 12".

5. Cobbles, boulders and other large objects generally cannot be recovered from borings, and they may be present in the subsurface even if not noted on the Logs.

6. The topsoil thicknesses indicated on the Logs are for general informational purposes only, and are based on general transistions and very limited sampling points, and should not be used to calculate topsoil stripping depths or volumes.

Significant variations in topsoil thickness will occur throughout the project.

7. The ground elevations noted on the logs are approximate, and should only be used for general reference.

The results of some tests conducted on samples recovered are reported on the Logs. Abbreviations used are:

NM = Natural Moisture Content of the Soil (%) DD = Dry Density of the Soil (pcf) LL = Atterburg Liquid Limit of the Soil (%) PI = Atterburg Plasticity Index of the Soil (%) phi = Internal Angle of Friction (degrees) Qu = Unconfined Compressive Strength (psf) Swell % = Percent Swell Against 100psf Surcharge Upon Saturation (%) Swell Press = Maximum Swell Pressure (ksf)

Notes:

Symbol Description

Strata Symbols

Topsoil

Silty low plasticity clay

Well graded gravel

Well graded gravel with clay

Symbol Description

Low plasticity clay

Sandstone

Weathered Shale

Silt

Coal/Lignite

KEY TO SYMBOLS

Symbol Description

Strata Symbols

Clayey gravel

Siltstone

Shale

Well graded sand

Poorly graded sand with silt

High plasticity clay

Elastic silt

Misc. Symbols

Water level during drilling

Soil Samplers

Standard Penetation Test Sample

KEY TO SYMBOLS

Appendix B

Laboratory Testing

Tested By: JB/JC JC Checked By: JB

LIQUID AND PLASTIC LIMITS TEST REPORT

P

L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Figure

Source of Sample: BH-1 Depth: 5 Sample Number: P1A

Source of Sample: BH-10 Depth: 5 Sample Number: P10A

Gravel With Sand: Strong Brown 19 NP NP 25 16 GM

Lean Clay With Sand: Gray With Red Iron Staining 39 23 16 90 64 CL

190721 HEI

190721 HEI - Sallisaw - Van Buren 161 kv Line

Tested By: JB/JC JC Checked By: JB

Gravel With Sand: Strong Brown

Lean Clay With Sand: Gray With Red Iron Staining inches number size size

0 57 27 16 GM A-1-b NP 19

0 1 35 64 CL A-6(9) 23 39

1.0 3/4 1/2 3/8

53 100

#4 #10 #40

#100 #200

13.1734

1.3384

Source of Sample: BH-1 Depth: 5 Sample Number: P1A

Source of Sample: BH-10 Depth: 5 Sample Number: P10A

HEI

190721 HEI - Sallisaw - Van Buren 161 kv Line

190721

+3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

P E

R C

E N

T F

IN

E

R

0.1110100100010000 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

Tested By: DG Checked By: JB

Client: HEI

Project: 190721 HEI - Sallisaw - Van Buren 161 kv Line

Source of Sample: BH-4 Depth: 5

Sample Number: P4A

Proj. No.: 190721 Date Sampled:

Sample Type: Shelby

Description: Sand: Brown, Fine to Medium Grained

Assumed Specific Gravity= 2.65

Remarks:

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Normal Stress, psf

Fail. Stress, psf

Strain, %

Ult. Stress, psf

Strain, %

Strain rate, in./min.

In iti a l

A t T e stS h e a r S tr e ss p sf

Strain, %

0 5 10 15 20

V e rt ic a l D e fo rm a tio n in

0.06

0.04

0.02

-0.02

-0.04

-0.06

Strain, %

0 4.5 9 13.5 18

Dilation

Consol.

F a il.

S tr e ss p sf

Normal Stress, psf

0 1000 2000 3000

C, psf f, deg

Tan(f)

Results

0.99

7.6

108.2

38.1

0.5291

2.50

1.00

19.3

106.9

93.5

0.5474

2.50

1.01

0.8

0.010

7.6

108.2

38.1

0.5291

2.50

1.00

18.9

104.0

84.7

0.5902

2.50

1.04

2.6

0.010

Project: 190721 HEI - Sallisaw - Van Buren 161 kv Line

Source of Sample: BH-5 Depth: 5

Sample Number: P5A

Proj. No.: 190721 Date Sampled: 4-4-19

Sample Type: Shelby

Description: Weathered Shale: Gray With Brown

Mottling.

Assumed Specific Gravity= 2.65

Remarks:

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Normal Stress, psf

Fail. Stress, psf

Strain, %

Ult. Stress, psf

Strain, %

Strain rate, in./min.

In iti a l

A t T e stS h e a r S tr e ss p sf

Strain, %

0 5 10 15 20

V e rt ic a l D e fo rm a tio n in

0.03

0.02

0.01

-0.01

-0.02

-0.03

Strain, %

0 4.5 9 13.5 18

Dilation

Consol.

F a il.

S tr e ss p sf

Normal Stress, psf

0 1000 2000 3000

C, psf f, deg

Tan(f)

Results

0.49

12.5

103.5

55.3

0.5986

2.50

1.00

23.5

99.4

93.6

0.6641

2.50

1.04

2.8

0.010

12.5

94.1

43.6

0.7585

2.50

1.10

24.0

98.9

94.8

0.6721

2.50

1.05

2.0

Project: 190721 HEI - Sallisaw - Van Buren 161 kv Line

Source of Sample: BH-6 Depth: 5

Sample Number: P6A

Proj. No.: 190721 Date Sampled: 4-4-19

Sample Type: shelby

Description: Clayey Fine Sand: Brown

Assumed Specific Gravity= 2.65

Remarks:

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Normal Stress, psf

Fail. Stress, psf

Strain, %

Ult. Stress, psf

Strain, %

Strain rate, in./min.

In iti a l

A t T e stS h e a r S tr e ss p sf

Strain, %

0 5 10 15 20

V e rt ic a l D e fo rm a tio n in

0.045

0.03

0.015

-0.015

-0.03

-0.045

Strain, %

0 4.5 9 13.5 18

Dilation

Consol.

F a il.

S tr e ss p sf

Normal Stress, psf

0 1000 2000 3000

C, psf f, deg

Tan(f)

Results

1.14

5.6

110.2

29.6

0.5006

2.50

1.00

15.3

103.8

68.2

0.5936

2.50

1.06

1.6

0.010

5.6

110.2

29.6

0.5006

2.50

1.00

14.1

92.6

47.7

0.7857

2.50

1.19

2.0

Project: 190721 HEI - Sallisaw - Van Buren 161 kv Line

Source of Sample: BH-9 Depth: 5

Sample Number: P9A

Proj. No.: 190721 Date Sampled: 4-5-19

Sample Type: Shelby

Description: Weathered Shale: Brownish Gray.

Assumed Specific Gravity= 2.65

Remarks:

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Normal Stress, psf

Fail. Stress, psf

Strain, %

Ult. Stress, psf

Strain, %

Strain rate, in./min.

In iti a l

A t T e stS h e a r S tr e ss p sf

Strain, %

0 5 10 15 20

V e rt ic a l D e fo rm a tio n in

0.03

0.02

0.01

-0.01

-0.02

-0.03

Strain, %

0 4.5 9 13.5 18

Dilation

Consol.

F a il.

S tr e ss p sf

Normal Stress, psf

0 1000 2000 3000

C, psf f, deg

Tan(f)

Results

0.63

13.2

97.9

50.8

0.6895

2.50

1.05

24.0

98.6

93.7

0.6782

2.50

1.04

0.6

0.050

5.6

102.1

23.9

0.6206

2.50

1.08

21.3

104.5

96.9

0.5831

2.50

1.06

0.8

Appendix C

Foundation Design Parameters

Sallisaw Van Buren 161 kV Line Rebuild Foundation Design Parameters 5.15.19

FMG Project #190721

16, 1 4, 203A

LPILE 2018.10.17

Soil Layer Depth

Interval, (feet)

L-Pile Soil Type

Effective Unit Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf) ε 50, (in/in) p-y Modulus, k, (pci)

Initial Modulus of Rock Mass, (psi)

Uniaxial Compressive

Strength, (psi)

Strain Factor, k rm

RQD, (%)

Ultimate Vertical Bearing

Capacity, (psf)

1, Residual Soils 0-4

Mod. Mod.

Stiff Clay w/o

Free Water 110 20 500 0.01 100 N/A N/A N/A N/A 1,500

2, Alluvium 4-17 Sand (Reese) 120 35 0 N/A 175 N/A N/A N/A N/A 24,000

FAD 5.1

Soil Layer Depth

Interval, (feet)

Soil Type Cohesive or Cohesionless

Effective Unit

Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf)

Strength Reduction

Factor, (αr)

Deformation Modulus, E D , (ksi)

Groundwater Depth (ft)

1 0-4 Residual Soils Cohesive 110 20 500 1 0.5

2 4-17 Gravel Cohesionless 120 35 0 1 6.0

* Groundwater encountered at 5ft at Structure 203A. No groundwater encountered at Structure 4.

FMG Boreholes:

Structures:

FMG Project #190721

LPILE 2018.10.17

Soil Layer Depth

Interval, (feet)

L-Pile Soil Type

Effective Unit Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf) ε 50, (in/in) p-y Modulus, k, (pci)

Initial Modulus of Rock Mass, (psi)

Uniaxial Compressive

Strength, (psi)

Strain Factor, k rm

RQD, (%)

Ultimate Vertical Bearing

Capacity, (psf)

1, Residual Soils 0-2.5

Mod. Mod.

Stiff Clay w/o

Free Water 110 20 1,000 0.007 500 N/A N/A N/A N/A 2,000

2, Shale 2.5-7.5 Weak Rock (Reese) 135 25 3,000 N/A N/A 50,000 3,000 0.0005 0 30,000

3, Sandstone 7.5-12.5 Weak Rock (Reese) 135 35 0 N/A N/A 58,000 5,000 0.0005 50 45,000

FAD 5.1

Soil Layer Depth

Interval, (feet)

Soil Type Cohesive or Cohesionless

Effective Unit

Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf)

Strength Reduction

Factor, (αr)

Deformation Modulus, E D , (ksi)

Groundwater Depth (ft)

1 0-2.5 Residual Soils Cohesive 110 20 1,000 1 0.7

2 2.5-7.5 Shale Cohesive 135 25 3,000 1 600.0

3 7.5-12.5 Sandstone Cohesionless 135 35 0 1 735.0

FMG Boreholes:

Structures:

None Encountered

FMG Project #190721

3, 4, 17, 7, 8 106, 97A, 75, 55, 47, 40, 32

LPILE 2018.10.17

Soil Layer Depth

Interval, (feet)

L-Pile Soil Type

Effective Unit Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf) ε 50, (in/in) p-y Modulus, k, (pci)

Initial Modulus of Rock Mass, (psi)

Uniaxial Compressive

Strength, (psi)

Strain Factor, k rm

RQD, (%)

Ultimate Vertical Bearing

Capacity, (psf)

1, Residual Soils 0-4

Mod. Mod.

Stiff Clay w/o

Free Water 110 20 1,000 0.007 500 N/A N/A N/A N/A 2,000

2, Sandstone 4-15 Weak Rock (Reese) 135 35 0 N/A N/A 58,000 5,000 0.0005 50 45,000

FAD 5.1

Soil Layer Depth

Interval, (feet)

Soil Type Cohesive or Cohesionless

Effective Unit

Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf)

Strength Reduction

Factor, (αr)

Deformation Modulus, E D , (ksi)

Groundwater Depth (ft)

1 0-4 Residual Soils Cohesive 110 20 1,000 1 0.7

2 4-15 Sandstone Cohesionless 135 35 0 1 735.0

* Structures 55 and 47 were not accessible by drilling equipment. Geologic reconnaissance performed by FMG indicates sandstone bedrock is likely present in the very shallow subsurface at each structure. As such, the parameters provided above should be used for Structures 55 and 47.

FMG Boreholes:

*Structures:

FMG Project #190721

6, 5 53, 92

LPILE 2018.10.17

Soil Layer Depth

Interval, (feet)

L-Pile Soil Type

Effective Unit Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf) ε 50, (in/in) p-y Modulus, k, (pci)

Initial Modulus of Rock Mass, (psi)

Uniaxial Compressive

Strength, (psi)

Strain Factor, k rm

RQD, (%)

Ultimate Vertical Bearing

Capacity, (psf)

1, Residual Soils 0-4

Mod. Mod.

Stiff Clay w/o

Free Water 110 25 500 0.007 500 N/A N/A N/A N/A 2,000

2, Weathered Shale 4-8

Mod. Mod.

Stiff Clay w/o

Free Water 130 20 3,000 0.004 2,000 N/A N/A N/A N/A 30,000

3, Shale 8-15 Weak Rock (Reese) 135 35 0 N/A N/A 58,000 5,000 0.0005 50 45,000

FAD 5.1

Soil Layer Depth

Interval, (feet)

Soil Type Cohesive or Cohesionless

Effective Unit

Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf)

Strength Reduction

Factor, (αr)

Deformation Modulus, E D , (ksi)

Groundwater Depth (ft)

1 0-4 Residual Soils Cohesive 110 25 500 1 0.7

2 4-8 Weathered Shale Cohesive 130 20 3,000 1 5.0

3 8-15 Shale Cohesive 135 35 0 1 600.0

FMG Boreholes:

Structures:

Encounterd

FMG Project #190721

LPILE 2018.10.17

Soil Layer Depth

Interval, (feet)

L-Pile Soil Type

Effective Unit Weight, γ (pcf)

Friction Angle, Φ

(deg)

Undrained Cohesion, c

(psf) ε 50, (in/in) p-y Modulus, k, (pci)

Initial Modulus of Rock Mass, (psi)

Uniaxial Compressive

Strength, (psi)

Strain Factor, k rm

RQD, (%)

Ultimate Vertical Bearing

Capacity, (psf)

1, Residual Soils 0-4

Mod. Mod.

Stiff Clay w/o

Free Water 110 30 500…