Geotechnical Data Report - Sabal Trail...

Geotechnical Data Report

Sabal Trail Transmission Ochlockonee River HDD Colquitt County, Georgia

for

Gulf Interstate Engineering

November 17, 2014


Sabal Trail Transmission

Ochlockonee River HDD

Colquitt County, Georgia

for


November 17, 2014

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700


Sabal Trail Transmission



File No. 15347-006-00

November 17, 2014

Prepared for:


16010 Barkers Point Lane, Suite 600

Houston, Texas 77079-9000

Attention: Denys Stavnychyi, Project Engineer

Prepared by:

GeoEngineers, Inc.

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700

Mark A. Miller, PE

Principal

David P. Sauls, PE

Senior Principal

NAA:MAM:DPS:kb

Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a

copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record.

Copyright© 2014 by GeoEngineers, Inc. All rights reserved.

November 17, 2014| Page i File No. 15347-006-00

Table of Contents

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

2.0 SCOPE ..................................................................................................................................................... 1

3.0 SITE CONDITIONS ................................................................................................................................... 2

3.1 Geological Conditions ..................................................................................................................... 2

3.1.1 Regional Geologic Setting ..................................................................................................... 2

3.1.2 Site Geology ........................................................................................................................... 2

3.2 Subsurface Conditions .................................................................................................................... 3

3.2.1 General .................................................................................................................................. 3

3.2.2 Subsurface Description ........................................................................................................ 3

3.2.3 Groundwater Conditions ....................................................................................................... 4

3.3 Surface Conditions .......................................................................................................................... 4

3.3.1 General .................................................................................................................................. 4

3.3.2 Surface Description .............................................................................................................. 4

4.0 LIMITATIONS ........................................................................................................................................... 5

5.0 REFERENCES ......................................................................................................................................... 5

LIST OF FIGURES

Figure 1. Vicinity Map

Figure 2. Site Plan and Profile

Figure 3. Geoolgic Map

Figures 4 and 5. Site Photographs

APPENDICES

Appendix A. Field Explorations and Lab Testing

Figure A-1 - Key to Exploration Logs

Figure A-2 - URCS Rock Classification

Figures A-3 through A-5 - Logs of Borings

Figures A-6 and A-7- Seive Analysis Results

Figures A-8 and A-9 - Atterberg Limits Test Results

Figures A-10 and A-11 - Rock Core Test Results

Figures A-12 through A-18 - Rock Core Photographs

Appendix B. Report Limitations and Guidelines for Use

November 17, 2014| Page 1 File No. 15347-006-00

1.0 INTRODUCTION

GeoEngineers, Inc. (GeoEngineers) is pleased to submit this geotechnical data report for the proposed

Sabal Trail Transmission Project (Sabal Trail) Ochlockonee River Horizontal Directional Drill (HDD) at

approximate milepost (MP) 199.3 located in Colquitt County, Georgia. The location of the site is shown

on the Vicinity Map Figure 1.

The proposed project consists of a new 36-inch diameter steel pipeline to be installed using the HDD

method of construction as part of a new approximately 475-mile long interstate natural gas pipeline

project. The design horizontal length of the proposed Ochlockonee River HDD is 1,800 feet, crossing

beneath Ochlockonee River. The general layout of the site is shown in the Site Plan, Figure 2.

We explored subsurface conditions near the proposed HDD site by drilling three geotechnical borings

(OR B-1 through OR-B-3) to depths up to 91 feet below ground surface (bgs) adjacent to the alignment of

the proposed HDD. In general, the subsurface conditions encountered in the borings were consistent

with published geology for the area. Details of our subsurface exploration program are included in

Section 3.2 and the exploration logs are included in Appendix A.

2.0 SCOPE

The purpose of our services was to evaluate the existing surface and subsurface soil and groundwater

conditions and to prepare a geotechnical data report. The specific scope of services provided by

GeoEngineers included the following:

Task 1 – Conceptual HDD Plan and Profile Drawings

1. Reviewed available project information provided by Gulf Interstate Engineering (GIE) and publicly

available geologic maps, subsurface information, ground surface elevation data, aerial photographs

and other documentation for the project area.

2. Prepared a conceptual HDD alignment and profile drawing with proposed boring locations based on

topographic data from publicly available sources.

Task 2 – Site Reconnaissance

1. Performed an engineer site visit to the proposed crossing to observe site access, surface conditions,

and potential HDD constructability issues.

Task 3 – Geotechnical Exploration and Laboratory Testing

1. Contacted the applicable “One Call” agency to notify them of our intent to perform soil borings at the

site and to clear the boring locations of potential underground utilities.

2. Explored subsurface conditions at the site by completing three (3) geotechnical borings to depths

between 89 and 91 feet below ground surface (bgs) using hollow-stem auger, mud rotary and NQ-

sized rock coring equipment. The explorations were completed using track-mounted drilling

equipment.

3. Backfilled the borings full-depth with cement-bentonite grout upon completion.


4. Completed a laboratory testing program on selected samples obtained from the borings to evaluate

pertinent engineering properties. The tests included the following:

■ Standard classification of soils in general accordance with ASTM International (ASTM) D2488.

■ Gradation of soils in general accordance with ASTM D422.

■ Moisture content determination in general accordance with ASTM D2216.

■ Atterberg Limits determination in general accordance with ASTM D4318

■ Unconfined compressive strength of rock core samples in general accordance with ASTM D7012.

5. Prepared logs of the borings including the following:

■ Standard Penetration Test (SPT) values in soils as an indication of in-situ soil density.

■ Rock Quality Designation (RQD) and recovery values for rock core samples.

■ Shear strength properties as applicable.

■ Index and classification properties of soil and rock.

6. Evaluated the potential for geohazards at the proposed crossing site based on the subsurface

information gathered from the subsurface explorations.

3.0 SITE CONDITIONS

3.1 Geological Conditions

3.1.1 Regional Geologic Setting

The proposed Ochlockonee River HDD is located in the Tifton Upland district of the East Gulf Coastal Plain

section within the Coastal Plain physiographic province. The East Gulf Coastal Plain developed on

geologically young Mesozoic to Recent (from about 140 million years ago to the present) sedimentary

rocks and sediment. The geologic units, composed mainly of sediments, are described variously as

gravels, sands, silts and clays. The rocks are mainly composed of chalk, sandstone, limestone and

claystone. The beds slope gently southward at about 40 feet per mile and are progressively younger from

the fall line to the coast. Locally, higher elevations are underlain by more resistant material (in some

areas sediment, in others sedimentary rock), and the lowlands are underlain by softer material. The type

of material varies from one physiographic district to another.

A well developed, dendritic drainage pattern is formed on the undifferentiated Neogene sediments in the

Tifton Upland District. Characteristically, the interfluves are narrow and rounded, rising 50 to 200 feet

above the narrow valley floors. Elevations range from 480 feet in the north to 150 feet in the southeast

indicating the regional slope. The northwestern and northern boundary is the base of the Pelham

Escarpment which rises as much as 200 feet above the Dougherty Plain. The eastern boundary follows

the eastern drainage divide of the Alapaha River (Clark W.Z. and Zisa, A.C., 1976).

3.1.2 Site Geology

Geologic mapping indicates that the Neogene Age Miccosukee Formation and the Mississippian Age

Hartselle Sandstone member of the Floyd Shale Formation will likely be present at the Ochlockonee River

site. The Miccosukee Formation is composed of grayish orange to grayish red, mottled, poorly to


moderately consolidated, interbedded clay, sand and gravel of varying coarseness and admixtures. The

Hartselle Sandstone is a light-colored, fine-grained, well-sorted, quartzose sandstone that is locally cross-

bedded, is partly calcareous, in generally thick-bedded to massive and contains interbeds of clay shale

(Lawton, D.E., 1976) (USGS Mineral Resources).

3.2 Subsurface Conditions

3.2.1 General

Subsurface conditions were explored at the site from July 7 to July 8, 2014, between August 1 through

August 3, 2014, and again between August 8 and August 12, 2014 by drilling three (3) geotechnical

borings (OR-B-1 through OR-B-3) with a track-mounted drill rig. Borings OR-B-1, OR-B-2 and OR-B-3 were

drilled to depths of approximately 89 feet bgs, 90 feet bgs, and 91 feet bgs, respectively. The borings

were drilled near the alignment of the proposed HDD in order to characterize the subsurface conditions

for HDD design.

Soil samples were generally obtained from the borings at 5-foot depth intervals using 1.5-inch inside-

diameter (I.D.) SPT samplers. An engineer from GeoEngineers managed the geotechnical explorations

and an engineer or technician logged the borings on a full-time basis. The GeoEngineers technician and

engineer visually classified and collected the soil samples and documented other pertinent drilling

information. Laboratory tests, including moisture content determination, Atterberg Limits tests, sieve

analyses and unconfined compression tests, were completed on selected samples from the borings. A

description of the field exploration and laboratory testing procedures as well as logs of the borings are

presented in Appendix A.

3.2.2 Subsurface Description

In general, the subsurface conditions encountered in the borings were consistent with published geology

for the area, consisting of loose to medium dense sand with varying amounts of silt and clay content,

medium stiff to very stiff silt with varying amounts of sand content and medium stiff clay overlying

claystone, sandstone, siltstone, dolomite and limestone bedrock.

Boring OR-B-1

Drilling operations for boring OR-B-1 were completed on July 7 and July 8, 2014. Subsurface conditions

encountered at this location consisted of approximately 29 feet of soil overburden consisting primarily of

loose sandy topsoil, overlying medium dense sand with clay and medium dense fine to medium sand

followed by medium stiff to stiff clay. Below 29 feet bgs, bedrock was noted and continuous NQ2 rock

coring techniques were used to advance the boring to the termination depth at approximately 89 feet

bgs. The rock encountered consisted of very poor to poor quality claystone between depths of 29 and 49

feet bgs, very poor to fair quality sandstone, dolomite, limestone, and claystone between depths of 49

and 63 feet bgs, and very poor to good quality claystone and siltstone below 63 feet bgs to the depth at

boring termination at 89 feet bgs. The RQD values in the claystone ranged from 0 to 76 percent and the

RQD values in the sandstone, siltstone, limestone and dolomite ranged from 31 to 51 percent. The

unconfined compressive strength of the rock ranged from 130 pounds per square inch (psi) to 1,510 psi.

Boring OR-B-2

Drilling operations for boring OR-B-2 were completed between August 8, and August 12, 2014.

Subsurface conditions encountered at this location consisted of approximately 43.5 feet of soil

overburden consisting primarily of loose to medium dense sand with varying amounts of silt content and


medium stiff to very stiff silt with varying amounts of sand. Below 43.5 feet bgs, bedrock was noted and

continuous NQ2 rock coring techniques were used to advance the boring to the termination depth at

approximately 90 bgs. The rock encountered consisted of typically poor to fair quality sandstone between

depths of 43.5 and 52 feet bgs and very poor to poor quality claystone below 52 feet bgs to the boring

termination depth. The RQD values in the sandstone ranged from 0 to 57 percent and the RQD values in

the claystone ranged from 0 to 35 percent. The unconfined compressive strength of the rock ranged

from 180 psi to 2,540 psi.

Boring OR-B-3

Drilling operations for boring OR-B-3 were completed between August 1, and August 3, 2014. Subsurface

conditions encountered at this location consisted of approximately 53.5 feet of soil overburden consisting

primarily of very loose to dense sand with varying amounts of silt and clay content, stiff to very stiff silt

with varying amounts of sand. Below 53.5 feet bgs, bedrock was noted and continuous NQ2 rock coring

techniques were used to advance the boring to the termination depth at approximately 91 bgs. The rock

encountered consisted of very poor to fair quality limestone and claystone between depths of 53.5 feet

and 71 feet bgs and very poor quality siltstone, claystone and sandstone below depths of 71 feet bgs to

the boring termination depth. The RQD values in the limestone and claystone ranged from 0 to 65

percent between depths of approximately 53.5 and 71 feet and the RQD values in the siltstone, claystone

and sandstone below 71 feet bgs were 0 percent. The unconfined compressive strength of the rock

ranged from 20 psi to 30 psi.

3.2.3 Groundwater Conditions

Because of the mud rotary drilling methods used to advance the boring, the groundwater level was not

observed in the borings.

3.3 Surface Conditions

3.3.1 General

We evaluated the surface conditions in the vicinity of the proposed HDD during our visit to the site on

March 19, 2014. During our site visit, we were accompanied by personnel from GIE and Spectra Energy

(Spectra). Photographs of site surface conditions along the project alignment are included in Figures 4

and 5.

3.3.2 Surface Description

The proposed HDD alignment traverses beneath the Ochlockonee River from southeast to northwest, as

shown in Figure 2. The proposed entry point is located approximately 900 feet east of the Ochlockonee

River within a densely wooded area with gently sloped terrain. The proposed exit point is located

approximately 800 feet from the west bank of the river within a gently sloping densely wooded area. The

ground surface along the HDD alignment is relatively flat, with gentle sloping terrain and elevations

ranging from approximately 226 feet to 240 feet referenced to the North American Vertical Datum 88

(NAVD 88).

The proposed pipe fabrication and stringing area extends 1,900 feet northwest from the exit workspace.

The fabrication and stringing area will be of sufficient length to string the carrier pipe in one continuous

section. Some trees may need to be cleared within the stringing area to facilitate positioning the carrier

pipe during fabrication and pullback operations.


4.0 LIMITATIONS

We have prepared this report for use by Gulf Interstate Engineering, Sabal Trail Transmission and their

authorized agents and other approved members of the design team involved with this project. The report

is not intended for use by others, and the information contained herein is not applicable to other sites.

The data and report should be provided to prospective contractors, but our report, conclusions and

interpretations should not be construed as a warranty of the subsurface conditions. The conclusions and

recommendations in this report should be applied in their entirety.

Variations in subsurface conditions are possible between the explorations. Subsurface conditions may

also vary with time. A contingency for unanticipated conditions should be included in the project budget

and schedule for such an occurrence. We recommend that sufficient monitoring, testing and consultation

be provided by GeoEngineers during construction to confirm that the conditions encountered are

consistent with those indicated by the explorations, to provide recommendations for design changes

should the conditions revealed during the work differ from those anticipated, and to evaluate whether

earthwork and pipeline installation activities comply with contract plans and specifications.

The scope of our services does not include services related to construction safety precautions. Our

recommendations are not intended to direct the contractor's methods, techniques, sequences or

procedures.

Within the limitations of scope, schedule and budget, our services have been executed in accordance

with generally accepted practices in this area at the time the report was prepared. No warranty or other

conditions, expressed, written, or implied, should be understood.

Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if

provided, and any attachments are only a copy of the original document. The original document is stored

by GeoEngineers, and will serve as the official document of record.

Please refer to Appendix B, titled “Report Limitations and Guidelines for Use,” for additional information

pertaining to use of this report.

5.0 REFERENCES

NRCS Soil Survey, National Cooperative Soil Survey, Natural Resources Conservation Service, USDA,

(http://websoilsurvey.nrcs.usda.gov).

Scott, T.M., and others, 2001, Geologic Map of the State of Florida, Florida Geological Survey,

1:1,000,000 Scale.

White, W.A., 1970, The Geomorphology of the Florida Peninsula: Florida Bureau of Geology, Bulletin no.

51.

FIGU

RE

S

201

198

202

200

197

199

Colquitt

£¤319

UV33

UV111

UV37

UV133

SABAL TRAIL TRANSMISSION PROJECTVICINITY MAP

OCHLOCKONEE RIVER HDDCOLQUITT COUNTY, GEORGIA

Figure 1

µ1 0 1

Miles

Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended toassist in showing features discussed in an attached document.GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.Data Sources: ESRI Data & Maps, Street Maps 2008.Imagery from ESRI Data Online.Projection: NAD 1983, UTM Zone 17 North.

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Colquitt Cook

Mitchell

Thomas

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Brooks

Worth

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Berrien

Lowndes

Baker

Ochlockonee Creek HDD

Proposed Sabal Trail Pipeline Alignment

H i l l a b e e

H i l l a b e eC r e e kC r e e k

Moultrie

7

67'

10/10038/7376/10033/10017/5246/10031/8351/8819/5838/630/520/30

84

221219

6SANDY TOPSOIL W/ ORGANICS

SAND W/ CLAY

SAND

CLAY

CLAYSTONE

SANDSTONE

DOLOMITELIMESTONE

CLAYSTONE

SILTSTONE

CLAYSTONE

0/30/237/53

13/480/3035/10028/9016/7757/920/94

131814

546

115

10 SAND W/ TRACE SILT AND ORGANICS

SILTY SAND

SILT W/ SAND AND TRACE GRAVEL

SAND W/ SILTSILTSILTY SAND W/ TRACE GRAVEL

SANDSTONEW/ CLAY SEAMS

CLAYSTONE

SAND W/ SILT AND ORGANICS

SAND

SILT

CLAYEY SAND

50/2"0/770/6820/10065/1000/480/670/200/60

LIMESTONE

CLAYSTONE

SILTSTONE

CLAYSTONE

SANDSTONE

1118

289

1724111447

8°

10°

// // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // //

MP

199.

0

300'225'

300'225'

215'225'

165'155'

PROPOSEDHDD ENTRY POINTN. 11308790.94450E. 763628.71549LAT. N31.12582040LONG. W83.80253995

PROPOSEDHDD EXIT POINTN. 11309748.44000E. 762104.51000LAT. N31.12834452LONG. W83.80748443

240

245

250 255

230

240

245 235

230230

SHEET NO.

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

DATE:

W.O.:

DRAWINGNUMBER:

REV.

REV. DESCRIPTION DATE

GROUND SURFACE (CONTOURS)PROPOSED

HDD ENTRY POINT

PROPOSEDHDD EXIT POINT

PROPOSED SABAL TRAILPIPELINE ALIGNMENT

PROPOSED 36" HORIZONTAL DIRECTIONAL DRILL - 1800'

PROPOSED 36" HDD PROFILE

ADDITIONALTEMPORARY

WORKSPACE (TYP.)

WETLAND (TYP.)

OCHLOCKONEE RIVER

HDD PROFILE20' OF COVERHDD PROFILE

20' OF COVER

10" SOUTHERN NATURALGAS PIPELINE

DATUM:HORIZONTAL:VERTICAL:

UTM with NAD83 datum, Zone 17, US Foot; Central Meridian 81° WNAVD 88

SABAL TRAIL TRANSMISSIONPROPOSED 36" PIPELINESITE PLAN AND PROFILE

OCHLOCKONEE RIVER HDD

PROPOSED PRODUCT PIPESTRINGING AND FABRICATIONAREA TO BE WITHIN AND ALONGTEMPORARY WORKSPACE (1900' LONG)

PERMANENTEASEMENT (TYP.)

PROPOSED TEMPORARYEXIT WORKSPACE

PROPERTY LINE (TYP.)

TEMPORARYWORKSPACE (TYP.)

OCHLOCKONEER

IVER

OR-B-1 OR-B-2

OR-B-3

PC2 PT1

PT2

PC1

OR-B-2OR-B-3OR-B-1

4000' R

4000' R

PROPOSED TEMPORARYENTRY WORKSPACE

Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document.

GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers,Inc. and will serve as the official record of this communication.

3. Refer to the boring logs in the accompanying report for more detailed soil descriptions.4. The utilities shown on the drawing are based on survey data provided by Gulf Interstate Engineering. GeoEngineers, Inc. has

not verified the field location of the existing utilities.

Reference: Ground surface contours, survey data and aerial photo provided by Gulf Interstate Engineering.

Boring Location

Major Contour - 5' IntervalMinor Contour - 1' Interval

TYPE OF SOIL

LEGEND:

RQD/%REC

SPT (N)

TYPE OF ROCK

DISCLAIMER: FOR FERC FINAL SUBMITTAL.THIS DRAWING IS NOT INTENDED FOR CONSTRUCTION.

ISSUED FOR PERMITTING

WATERBODYBOUNDARY

S7TRC018

0.5 0 0.5

Miles

Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.Projection: NAD 1983 UTM Zone 16N

Sabal Trail Mileposts

Sabal Trail Alignment

Proposed HDD Location

Georgia GeologyMh: Hawthorn Formation

Nm: Miccosukee Formation

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MP 196

MP 198

MP 200

MP 202

MP 197

MP 199Colquitt

Lower Meigs Rd

Paul Murphy Rd

Gene McQueen Rd

Fred Webb

Rd

Tree

Far

m Rd

Revil

ls Rd

Dunn LnHolmes Dr

Giles Rd

Kend

allwo

od C

hurc

h Rd

Overlook Dr

Deerfield Rd

Old Berlin Rd

5th St SE

Sauls Rd

GA Highway 33 S

Oak Ave

Clubview Dr

Black A cres Rd

T win Lakes Dr

Tallokas Tr l

Lakesh ore Rd

Tallokas St

Holly T r l

Shadow Lake Dr

Pine Ave

Pioneer Trl

Ch erokee Dr Cheyenne Way

Tallokas RdFreedom Ln SE B ull Cre ek Rd

Nottingham Ln

Hunter

Way

We st Blvd

Harpe r R

d

15th Ave SE

10th

St S

E

S outhlak e Dr

Mimosa Ave

Deer Run

Ridge RdInn er Cir

Suwanee Rd

Pearl St SE

26th Ave SE

31st Ave SE

Newsom Rd

Flintridge Rd

CW Cooper Rd

Fran

klin

St

Covey Ln SE7th St SE

Billy

John

son

Ln

Fish Pond Rd

Nandi na Dr

Tallok a s CirTerrace Ct

Thom

pson

Rd

Reedy Rd

Pine

Cir

Minisee Rd

Old TramRd

Shade Murphy Rd

Doe Ln

Suns et C

ir

GA Highway 111

Loblolly Rd

Flint Dr Flint Dr

5thSt SE

Sauls Rd

Tallo

kas T

rl

Saul

s Rd

31 st Ave SE

7th

St S

E

Lower Meigs Rd

Tallokas Rd

Paul Murphy Rd

Sauls Rd

Tallokas RdGA-35GA

-33

GA-3

5GA

-35

GA-35

GA-35

GA-35

GA-3

5

GA-3

3

Vete

rans

Pkwy

S

SMain St

S Ma

in S

t

319

319

319

319

319

ColquittColquitt

Georgia Northern Ra il road

Ochloc k onee R iver

Slo ans Creek

Okapil coCreek

Okap i lco Creek

Okapi lco Cre ek

Sunset Country Club

Data Source: Georgia geologic map data from USGS,http://mrdata.usgs.gov/geology/state/state.php?state=GA

Geologic MapSabal Trail Transmission Project

Ochlockonee River HDDColquitt County, Georgia

Figure 3


FIGURE 4

Looking Northwestward along the HDD Alignment at the flooded Ochlockonee River

Looking Northwestward from the Entry Workspace at the Entry Point

Ochlockonee River HDD Site Photographs

FIGURE 5

Looking Northwestward along the HDD Alignment

Looking Northwestward from the Exit Workspace Toward the Product Pipe Stringing and Fabrication Area

Ochlockonee River HDD Site Photographs

AP

PE

ND

ICE

S

APPENDIX A Field Explorations and Laboratory Testing

November 17, 2014| Page A-1 File No. 15347-006-00

APPENDIX A

FIELD EXPLORATIONS AND LABORATORY TESTING

Field Explorations

Subsurface conditions were explored at the site between July 7 and July 8, 2014 and from August 1 to

August 12, 2014 by drilling three geotechnical borings (OR-B-1 through OR-B-3) using a track-mounted

drilling rig. The borings were drilled to depths up to 91 feet below ground surface (bgs). The borings were

drilled adjacent to the alignment of the proposed HDD in order to characterize the subsurface conditions

for HDD design.

The drilling operations were managed by a GeoEngineers technician or engineer, who examined and

classified the soils encountered, obtained representative samples, observed groundwater conditions

where possible, and prepared a detailed log of each exploration. The soil units encountered were

classified visually in general accordance with ASTM International (ASTM) D2488, which is described in

Figure A-1. The approximate locations of the explorations are shown in the Site Plan, Figure 2.

In general, soil samples were obtained from the borings at 5-foot-depth intervals using a 1.5-inch inside-

diameter (I.D.) split spoon standard penetration test (SPT). The SPT sampler was driven 18 inches using

a 140-pound hammer with a 30-inch drop. The number of hammer blows required to drive the sampler

over three 6-inch intervals was recorded on field logs. The blows per foot representing the sum of the last

two 6-inch increments are shown in the boring logs. Each boring was backfilled with Portland

cement/bentonite grout.

The relative density of the SPT samples recovered at each interval was evaluated based on correlations

with lab and field observations in general accordance with the values outlined in Table A-1 below.

TABLE A-1 CORRELATION BETWEEN BLOW COUNTS AND RELATIVE DENSITY 1

Cohesive Soils (Clay/Silt)

Parameter Very Soft Soft Medium Stiff Very Stiff Hard

Blows, N < 2 2 – 4 4 – 8 8 – 16 16 – 32 >32

Cohesionless Soils (Gravel/Sand/Silty Sand) 2

Parameter Very Loose Loose Medium Dense Dense Very Dense

Blows, N 0 – 4 4 – 10 10 – 30 30 – 50 > 50

Notes:

1 After Terzaghi, K and Peck, R.B., “Soil Mechanics in Engineering Practice,” John Wiley & Sons, Inc., 1962.

2 Classification applies to soils containing additional constituents; that is, organic clay, silty or clayey sand, etc.

The Rock Quality Designation (RQD) of the rock core samples recovered from each core run was

evaluated and is presented on the exploration logs in Figures A-3 through A-5. The rock quality

descriptions are correlated to RQD (%) as outlined in Table A-2, below.

November 17, 2014| Page A-2 File No. 15347-006-00

TABLE A-2 ROCK QUALITY DESIGNATION

RQD (%) Rock Quality Description

0-25 Very Poor

25-50 Poor

50-75 Fair

75-90 Good

90-100 Excellent

The exploration logs are presented in Figures A-3 through A-5. The logs are based on our interpretation of

the field data and indicate the various types of soils encountered. They also indicate the approximate

depths at which the subsurface conditions change, although the change may be more gradual than

depicted on the logs.

Laboratory Testing

General

Samples obtained from the explorations were transported to our Baton Rouge, Louisiana office and

examined to confirm or modify field classifications. Representative samples were selected for laboratory

testing, consisting of moisture content determinations, Atterberg Limits test, sieve analyses and

unconfined compression tests. The laboratory testing procedures are discussed in more detail below.

Moisture Content Testing

Moisture content tests were completed for representative samples obtained from the explorations in

general accordance with ASTM D2216. The results of these tests are presented on the exploration logs

in Figures A-3 through A-5 at the depths at which the samples were obtained.

Sieve Analyses

Sieve analyses were performed on selected coarse-grained samples in general accordance with ASTM

D422. The results of the sieve analyses were plotted and classified in general accordance with the

Unified Soil Classification System (USCS) and are presented in Figures A-6 and A-7. The percentage

passing the U.S. No. 200 sieve (% Fines) is shown on the boring logs at the respective sample depths.

Atterberg Limits Testing

Atterberg Limits were performed on selected fine grained soil samples in general accordance with ASTM

D4318. The tests were used to classify the soil as well as to evaluate its index properties. The results of

the Atterberg Limits testing are shown in Figures A-8 and A-9.

Unconfined Compression Testing

Unconfined compression (UC) tests were performed on selected rock samples obtained from the borings.

The results were used to evaluate shear strength characteristics in general accordance with the ASTM

D7012 test procedure. The results of the testing are presented on the boring logs at their respective

sample depths and in Figures A-10 and A-11.

Blowcount is recorded for driven samplers as the numberof blows required to advance sampler 12 inches (ordistance noted). See exploration log for hammer weightand drop.

A "P" indicated sampler pused using the weight of the drill rig.

"WOH" indicates sampler pushed using the weight of the 140-pound SPT hammer.

NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions.Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to berepresentative of subsurface conditions at other locations or times.

Perched water observed at time ofexploration

SYMBOLS TYPICAL

KEY TO EXPLORATION LOGS

CC

CR

Groundwater observed at time ofexploration

Approximate location of soil stratachange within a geologic soil unit

Laboratory / Field Tests%FALCACPCSDSHAMCMDOCPMPPSATXUCVS

Standard Penetration Test (SPT)

Bulk or grab

Asphalt Concrete

Measured groundwater level inexploration, well, or piezometer

DESCRIPTIONSLETTER

Distinct contact between soil strata orgeologic units

Material Description Contact

Approximate location of soil stratachange within a geologic soil unit

Distinct contact between soil strata orgeologic units

TS

ADDITIONAL MATERIAL SYMBOLS

AC

Cement Concrete

Sampler Symbol Descriptions

GRAPH

Topsoil/Forest Duff/Sod

Percent finesAtterberg limitsChemical analysisLaboratory compaction testConsolidation testDirect shearHydrometer analysisMoisture contentMoisture content and dry densityOrganic contentPermeability or hydraulic conductivityPocket penetrometerSieve analysisTriaxial compressionUnconfined compressionVane shear

Piston

Crushed Rock/Quarry Spalls

Graphic Log Contact

GC

PT

OH

CH

MH

OL

ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY

GM

GP

GW

DESCRIPTIONSTYPICAL

LETTERGRAPH

(APPRECIABLE AMOUNTOF FINES)

MORE THAN 50%RETAINED ON NO.

200 SIEVE

SYMBOLSMAJOR DIVISIONS

WELL-GRADED SANDS, GRAVELLYSANDS

SP

PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS

INORGANIC CLAYS OF HIGHPLASTICITY

(LITTLE OR NO FINES)

ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY

INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS

CLAYEY SANDS, SAND - CLAYMIXTURES

SILTY SANDS, SAND - SILTMIXTURES

CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES

POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES

ML

SC

SM

NOTE: Multiple symbols are used to indicate borderline or dual soil classifications

MORE THAN 50%PASSING NO. 200

SIEVE

MORE THAN 50%OF COARSEFRACTION

PASSING NO. 4SIEVE

CLEAN SANDS

GRAVELS WITHFINES

CLEANGRAVELS

HIGHLY ORGANIC SOILS

SILTSAND

CLAYS

SILTSAND

CLAYS

SANDAND

SANDYSOILS

GRAVELAND

GRAVELLYSOILS

(LITTLE OR NO FINES)

FINEGRAINED

SOILS

COARSEGRAINED

SOILS

SW

MORE THAN 50%OF COARSEFRACTION

RETAINED ON NO.4 SIEVE

CL

WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES

POORLY-GRADED SANDS,GRAVELLY SAND

INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY

INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS SILTY SOILS

SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES

(APPRECIABLE AMOUNTOF FINES)

SOIL CLASSIFICATION CHART

LIQUID LIMITGREATER THAN 50

LIQUID LIMITLESS THAN 50

SANDS WITHFINES

Shelby tube

Direct-Push

FIGURE A-1

FIGURE A-2

ROCK CLASSIFICATION SYSTEM

UNIFIED ROCK CLASSIFICATION SYSTEM (URCS)* BASIC ELEMENTS

DEGREE OF WEATHERING

WEATHERED ALTERED REPRESENTATIVE

SAND SIZE COMPLETELY

DECOMPOSED STATE (CDS)

GRAVEL SIZE PARTLY

DECOMPOSED STATE (PDS)

STAINED STATE (STS)

VISUALLY FRESH STATE (VFS)

MICRO FRESH STATE

(HAND LENSE) (MFS)

E D C B A

PLASTIC NON-PLASTIC PLASTIC NON-PLASTIC COMPARE TO FRESH STATE UNIT WEIGHT, RELATIVE ABSORPTION

ESTIMATED STRENGTH

REMOLDING REACTION TO IMPACT OF 1 LB. BALLPEEN HAMMER

“MOLDABLE” (FRIABLE)

(MBL)

“CRATERS” (SHEARS)

(CQ)

“DENTS” (COMPRESSIVE)

(DQ)

“PITS” (TENSIONAL)

(PQ)

“REBOUNDS” (ELASTIC)

(RQ)

E D C B A

<1,000 PSI (<7 MPa)

1,000 to 3,000 PSI (7 to 21 Ma)

3,000 to 8,000 PSI (21 to 55 MPa)

3,000 to 15,000 PSI

(55 to 103 MPA)

>15,000 PSI (>103 MPa)

DISCONTINUITIES

TRANSMITS WATER

LATENT PLANES OF SEPARATION

(LPS)

SOLID- PREFERRED BREAKAGE

(SPB)

SOLID- RANDOM

BREAKAGE (SRB)

YES NO YES NO

3-DIMENSIONAL PLANES OF

SEPARATION (3D)

2-DIMENSIONAL PLANES OF

SEPARATION (2D)

E D C B A

INTERLOCK ATTITUDE

UNIT WEIGHT

LESS THAN 130 LBS/CU FT (2.10 Mg/CU M)

(<130)

130 TO 140 LBS/CU FT

(2.10 TO 2.25 Mg/CU M)

(130)


(2.25 TO 2.40 Mg/CU M)

(140)


(2.40 TO 2.55 Mg/CU M)

(150)

GREATER THAN 160 LBS/CU FT (2.55 Mg/CU M)

(>160)

E D C B A

DESIGN NOTATION

WEATHERING STRENGTH DISCONTINUITY WEIGHT

A-E A-E A-E A-E

* Williamson, Douglas A., 1984, Unified Rock Classification System: Association of Engineering Geologists Bulletin, Vol. XXI, No. 3, pp. 345-354

TS

SP-SC

SP

CH

Claystone

3

15

14

11

18

18

18

31

6

19

12

22

4

8

S1

S2

S3

S4

S5

S6

R1

R2

0

0

Brown sandy topsoil with organics (loose, dry)

Orangish brown sand with clay (medium dense,wet)

Light gray fine to medium sand (medium dense,wet)

Becomes gray

Bluish gray clay (medium stiff, wet)

Becomes stiff

Gray claystone, stained state, rebound quality,intensly fractured with 60º fractures

Becomes brown, partially decomposed state,very intensly fractured

11

17

98

% Fines = 12Water observed at 5 feet bgs

% Fines = 2% Gravel = 2

LL = 130PI = 81

TotalDepth (ft)

HammerData

SystemDatum

StartChecked ByLogged By

NAADrillingMethodDrilled

Notes:

SNN

Surface Elevation (ft)Vertical Datum

Dry Auger/MudRotaryDriller

GroundwaterDepth toWater (ft)Date Measured

BK-51 Track Mounted

Elevation (ft)

DrillingEquipment

LatitudeLongitude

31° 07' 42.1780" N83° 48' 26.1701" W Geographic

89

Upon completion, borehole backfilled full-depth with cement-bentonite grout.

Automatic140 (lbs) / 30 (in) Drop

240

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Sheet 1 of 3Figure A-3

Log of Boring OR-B-1

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FIELD DATA

Ele

vatio

n (f

eet)

235

230

225

220

215

210

205

Dep

th (

feet

)

0

5

10

15

20

25

30

35

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

Claystone

Sandstone

Dolomite

Limestone

Claystone

Siltstone

Claystone

38

35

53

50

60

31

60

60

R3

R4

R5

R6

R7

R8

R9

R10

38

19

51

31

46

17

33

76

Becomes intensly fractured

Brown sandstone partially decomposed state

Interbedded with sandy silt

Becomes stained state, rebound quality,moderately fractured with 30º fractures

Brownish red and tan dolomite, visually freshstate, rebound quality, moderately fracturedwith 60º fractures

White limestone, dent quality, intensly fracturedwith 60º fractures

Gray claystone, visually fresh state, reboundquality, intensly fractured with 60º fractures,transitions to white limestone, pit quality,moderately fractured with 30º fractures

Gray siltstone, intensly fractured with 30ºfractures

Gray claystone, visually fresh state, reboundquality, slightly fractured with 30º fractures

UC = 130 psiMohs = 1

UC = 1,510 psiMohs = 5



Log of Boring OR-B-1 (continued)

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FIELD DATA

Ele

vatio

n (f

eet)

200

195

190

185

180

175

170

165

Dep

th (

feet

)

35

40

45

50

55

60

65

70

75

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

44

60

R11

R12

38

10

Grades to gray and white

Becomes gray claystone, intensly fractured with60° fractures





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I8_G

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OC

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FIELD DATA

Ele

vatio

n (f

eet)

160

155

Dep

th (

feet

)

80

85

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

SP

SM

MH

SP-SM

MH

18

18

15

18

18

18

18

18

10

5

11

6

4

5

14

18

S1

S2

S3

S4

S5

S6

S7

S8

Light brown fine sand with trace silt and organics(medium dense, dry)

Brown silty fine sand (loose, dry)

Becomes fine to medium sand (medium dense,wet)

Bluish gray silt with medium sand and tracegravel (medium stiff, wet)

Becomes bluish gray silt and moist

Becomes tan silt with sand

Light gray sand with silt (medium dense, wet)

Light tan silt (very stiff, dry)

112

47

72

LL = 155PI = 64

% Fines = 10

LL = 96PI = 22

TotalDepth (ft)

HammerData

SystemDatum



Notes:

CGM


Mud RotaryDriller


Diedrich D-50 Track Mounted

Elevation (ft)

DrillingEquipment

LatitudeLongitude

31° 07' 37.1712" N83° 48' 16.6319" W Geographic

90



232

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FIELD DATA

Ele

vatio

n (f

eet)

230

225

220

215

210

205

200

Dep

th (

feet

)

0

5

10

15

20

25

30

35

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

SM

Sandstone

Claystone

18

17

55

46

54

60

18

29

32

13 S9

R1

R2

R3

R4

R5

R6

R7

R8

0

57

16

28

35

0

13

7

Tan silty fine to medium sand with trace gravel(medium dense, moist)

Tan sandstone with clay seams, visually freshstate, pit quality, moderately fractured

Becomes tan sandstone

Tan claystone, visually fresh state, moldablequality to crater quality

Becomes intensely fractured

Becomes gray

Becomes light gray

Becomes moderately fractured

UC = 2,540 psiMohs = 4






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FIELD DATA

Ele

vatio

n (f

eet)

195

190

185

180

175

170

165

160

Dep

th (

feet

)

35

40

45

50

55

60

65

70

75

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

14

2

R9

R10

0

0

Becomes tan



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FIELD DATA

Ele

vatio

n (f

eet)

155

150

145

Dep

th (

feet

)

80

85

90

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

SP-SM

SP

MH

18

18

18

6

12

18

18

18

7

11

18

2

8

9

17

24

S1

S2

S3

S4

S5

S6

S7

S8

Brown fine sand with silt and organics (loose,dry)

Brown fine to medium sand (medium dense, dry)

Becomes wet

With clay seams (very loose, wet)

Bluish gray and tan silt (stiff, wet)

Grades to tan

Becomes sandy silt and very stiff

Becomes silt

17

86

42

% Fines = 2Water observed at 9 feet bgs

LL = 111PI = 41

LL = 73PI = 34

TotalDepth (ft)

HammerData

SystemDatum



Notes:

NWH


Hollow StemAugerDriller


Diedrich D-50 Track Mounted

Elevation (ft)

DrillingEquipment

LatitudeLongitude

31° 07' 33.5565" N83° 48' 09.7257" W Geographic

91



237

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FIELD DATA

Ele

vatio

n (f

eet)

235

230

225

220

215

210

205

Dep

th (

feet

)

0

5

10

15

20

25

30

35

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

SC

Limestone

Claystone

Siltstone

16

18

18

223

41

60

60

29

40

11

14

47

50/2"

S9

S10

S11

S12R1

R2

R3

R4

R5

R6

0

0

20

65

0

0

Tan clayey sand (medium dense, wet)

Becomes gray fine to medium sand with gravellayers and clay pockets (dense, wet)

With rock fragmentsLight brown limestone, partially decomposed

state to stained state, rebound quality, 3Ddiscontinuities

Gray claystone, visually fresh state, moldablequality, 3D discontinuities

Becomes moldable quality to crater quality, 2Ddiscontinuities

Gray siltstone, visually fresh state, crater quality,3D discontinuities

44

39

% Fines = 37

% Fines = 14% Gravel = 1

UC = 20 psiMohs = 1

UC = 30 psiMohs = 1



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I8_G

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FIELD DATA

Ele

vatio

n (f

eet)

200

195

190

185

180

175

170

165

Dep

th (

feet

)

35

40

45

50

55

60

65

70

75

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

Claystone

Sandstone

12

36

R7

R8

0

0

Claystone, visually fresh state, moldable qualityto crater quality, 3D discontinuities

Grades to gray

Gray sandstone, visually fresh state, moldablequality to crater quality, 3D discontinuities



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CH

_SO

IL_R

OC

K

FIELD DATA

Ele

vatio

n (f

eet)

160

155

150

Dep

th (

feet

)

80

85

90

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were

performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.

SANDSILT OR CLAYCOBBLES

GRAVEL

COARSE MEDIUM FINECOARSE FINE

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

PE

RC

EN

T P

AS

SIN

G B

Y W

EIG

HT

.

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3/8”3” 1.5” #4 #10 #20 #200#40 #60 #1003/4”

Symbol

Exploration

Number

Sample Depth

(feet) Soil Classification

OR-B-1 15.0 – 16.5 Poorly graded fine to medium SAND (SP)

OR-B-2 28.5 – 30.0 Poorly graded fine SAND with silt (SP-SM)

Sieve Analysis Results



Figure A-6



SANDSILT OR CLAYCOBBLES

GRAVEL

COARSE MEDIUM FINECOARSE FINE

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

PE

RC

EN

T P

AS

SIN

G B

Y W

EIG

HT

.

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3/8”3” 1.5” #4 #10 #20 #200#40 #60 #1003/4”

Symbol

Exploration

Number

Sample Depth

(feet) Soil Classification

OR-B-3 8.5 – 10.0 Poorly graded fine to medium SAND (SP)

OR-B-3 48.5 – 50.0 Clayey fine to medium SAND (SC)

Sieve Analysis Results



Figure A-7

0

10

20

30

40

50

60

70

80

90

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160

Pla

stic

ity

Ind

ex

Liquid Limit

PLASTICITY CHART



CL-ML ML or OL

OH and MH

CH or OH

Symbol

Exploration

Number

Sample Depth

(feet)

Moisture Content

(%)

Liquid Limit

(%)

Plasticity Index

(%) Soil Description

OR-B-1 20.0 – 21.5 98 130 81 Bluish gray CLAY (CH)

OR-B-2 18.5 – 20.0 112 155 64Bluish gray SILT with sand and trace gravel

(MH)

OR-B-2 33.5 – 35.0 72 96 22 Light tan SILT (MH)

Atterberg Limits Test Results



Figure A-8

0

10

20

30

40

50

60

70

80

90

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160

Pla

stic

ity

Ind

ex

Liquid Limit

PLASTICITY CHART



CL-ML ML or OL

OH and MH

CH or OH

Symbol

Exploration

Number

Sample Depth

(feet)

Moisture Content

(%)

Liquid Limit

(%)

Plasticity Index

(%) Soil Description

OR-B-3 18.5 – 20.0 86 111 41 Bluish gray and tan SILT (MH)

OR-B-3 28.5 – 30.0 42 73 34 Bluish gray and tan sandy SILT (MH)

Atterberg Limits Test Results



Figure A-9

BORING DEPTH (FEET) RQD (%) ROCK QUALITY MOHS' HARDNESSUNCONFINED COMPRESSIVE

STRENGTH (PSI)

OR-B-1 40.0 – 40.5 38 Poor 1 130

OR-B-1 56.0 – 56.5 31 Poor 5 1,510

OR-B-1 73.0 – 73.5 33 Poor 1 250

OR-B-1 78.0 – 78.5 76 Good 4 360

OR-B-1 85.0 – 85.5 10 Very Poor 4 210

OR-B-2 48.0 – 48.5 57 Fair 4 2,550

OR-B-2 56.0 – 56.5 28 Poor 1 180

OR-B-2 61.0 – 61.5 35 Poor 1 330

OR-B-2 71.0 – 72.0 13 Very Poor 1 390

Rock Core Test Results



Figure A-10Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed,

and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.

BORING DEPTH (FEET) RQD (%) ROCK QUALITY MOHS' HARDNESSUNCONFINED COMPRESSIVE

STRENGTH (PSI)

OR-B-3 63.0 – 63.5 20 Very Poor 1 20

OR-B-3 71.0 – 71.5 0 Very Poor 1 30

Rock Core Test Results



Figure A-11Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed,

and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.

FIGURE A-12

OR-B-1: 29.0’ to 39.0 ’

OR-B-1: 39.0’ to 49.0 ’

OCHLOCKONEE RIVER HDDROCK CORE SAMPLE PHOTOGRAPHS

FIGURE A-13

OR-B-1: 49.0’ to 59.0 ’

OR-B-1: 59.0’ to 69.0 ’


FIGURE A-14

OR-B-1: 69.0’ to 79.0 ’

OR-B-1: 79.0’ to 89.0 ’


FIGURE A-15

OR-B-2: 43.5’ to 50.0 ’

OR-B-2: 50.0’ to 60.0 ’


FIGURE A-16

OR-B-2: 60.0’ to 75.0 ’

OR-B-2: 75.0’ to 90.0 ’


FIGURE A-17

OR-B-3: 53.5’ to 61.0 ’

OR-B-3: 61.0’ to 71.0 ’


FIGURE A-18

OR-B-3: 71.0’ to 81.0 ’

OR-B-3: 81.0’ to 91.0 ’


APPENDIX B Report Limitations and Guidelines for Use

November 17, 2014| Page B-1 File No. 15347-006-00

APPENDIX B

REPORT LIMITATIONS AND GUIDELINES FOR USE1

This appendix provides information to help you manage your risks with respect to the use of this report.

Geotechnical and Environmental Services Are Performed for Specific Purposes, Persons and

Projects

This report has been prepared for the exclusive use of Gulf Interstate Engineering, Sabal Trail

Transmission and their authorized agents. This report is not intended for use by others, and the

information contained herein is not applicable to other sites.

GeoEngineers structures our services to meet the specific needs of our clients. For example, a

geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a

construction contractor or even another civil engineer or architect that are involved in the same project.

Similarly, an environmental assessment study conducted for a property owner may not fulfill the needs of

a prospective purchaser of the same property. Because each study is unique, each report is unique,

prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our

Client. No other party may rely on the product of our services unless we agree in advance to such

reliance in writing. This is to provide our firm with reasonable protection against open-ended liability

claims by third parties with whom there would otherwise be no contractual limits to their actions. Within

the limitations of scope, schedule and budget, our services have been executed in accordance with our

Agreement with the Client and generally accepted geotechnical practices in this area at the time this

report was prepared. This report should not be applied for any purpose or project except the one

originally contemplated.

A Geotechnical Engineering or Environmental Report Is Based on a Unique Set of

Project-Specific Factors

This report has been prepared for the proposed Ochlockonee River HDD located in Colquitt County,

Georgia. GeoEngineers considered a number of unique, project-specific factors when establishing the

scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not

rely on this report if it was:

■ not prepared for you,

■ not prepared for your project,

■ not prepared for the specific site explored, or

■ completed before important project changes were made.

For example, changes that can affect the applicability of this report include those that affect:

■ the function of the proposed structure;

1 Developed based on material provided by ASFE/The Best People on Earth, Professional Firms Practicing in the

Geosciences; www.asfe.org.

November 17, 2014| Page B-2 File NO. 15347-006-00

■ elevation, configuration, location, orientation or weight of the proposed structure;

■ composition of the design team; or

■ project ownership.

If important changes are made after the date of this report, GeoEngineers should be given the opportunity

to review our interpretations and recommendations and provide written modifications or confirmation, as

appropriate.

Subsurface Conditions Can Change

This report is based on conditions that existed at the time the study was performed. The findings and

conclusions of this report may be affected by the passage of time, by manmade events such as

construction on or adjacent to the site, by new releases of hazardous substances, or by natural events

such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers

before applying a report to determine if it remains applicable.

Most Geotechnical and Environmental Findings Are Professional Opinions

Our interpretations of subsurface conditions are based on field observations and laboratory test results

from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only

at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed

field and laboratory data and then applied our professional judgment to render an opinion about

subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes

significantly, from those indicated in this report. Our report, conclusions and interpretations should not

be construed as a warranty of the subsurface conditions.

Do Not Redraw the Exploration Logs

Geotechnical engineers and geologists prepare final boring and testing logs based upon their

interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a

geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other

design drawings. Only photographic or electronic reproduction is acceptable, but recognize that

separating logs from the report can elevate risk.

Contractors Are Responsible for Site Safety on Their Own Construction Projects

Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods,

schedule or management of the work site. The contractor is solely responsible for job site safety and for

managing construction operations to minimize risks to on-site personnel and to adjacent properties.

Read These Provisions Closely

Some clients, design professionals and contractors may not recognize that the geoscience practices

(geotechnical engineering or geology) are far less exact than other engineering and natural science

disciplines. This lack of understanding can create unrealistic expectations that could lead to

disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions

in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these

“Report Limitations and Guidelines for Use” apply to your project or site.

Have we delivered World Class Client Service?

Please let us know by visiting www.geoengineers.com/feedback.

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