geotechnical data report - sabal trail...

Geotechnical Data Report

Sabal Trail Transmission Hillabee Creek HDD Gulf Interstate Engineering

for

Gulf Interstate Engineering

November 17, 2014


Sabal Trail Transmission

Hillabee Creek HDD

Tallapoosa County, Alabama

for


November 17, 2014

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700


Sabal Trail Transmission

Hillabee Creek HDD


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 ........................................................................................................................... 3

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

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

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

3.2.3 Cerchar Abrasivity Testing .................................................................................................... 4

3.2.4 Groundwater Conditions ....................................................................................................... 5

3.3 Surface Conditions .......................................................................................................................... 6

3.3.1 General .................................................................................................................................. 6

3.3.2 Surface Description .............................................................................................................. 6

4.0 LIMITATIONS ........................................................................................................................................ 6

5.0 REFERENCES ....................................................................................................................................... 7

LIST OF FIGURES

Figure 1. Vicinity Map

Figure 2. Site Plan and Profile

Figure 3. Geologic Map

Figures 4 and 5. Site Photographs

APPENDICES

Appendix A. Field Explorations and Laboratory Testing

Figure A-1 – Key to Exploration Logs

Figure A-2 – URCS Rock Classification

Figures A-3 through A-6 – Logs of Borings

Figures A-7 and A-8 – Atterberg Limits Test Results

Figure A-9 - Sieve Analysis Results

Figures A-10 through A-13 – Rock Core Test Results

Figures A-14 through A-42 – Rock Core Photographs

Cerchar Abrasivity Test Report

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) Hillabee Creek Horizontal Directional Drill (HDD) at

approximate milepost (MP) 1.35 located in Tallapoosa County, Alabama. 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 Hillabee Creek HDD is 2,715 feet, crossing beneath

Hillabee Creek. The general layout of the site is shown in the Site Plan and Profile, Figure 2.

We explored subsurface conditions near the proposed HDD site by drilling four geotechnical borings (HC-

B-1 through HC-B-4) to depths up to 245 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 a total of four (4) geotechnical borings to

depths between 115 and 245 feet bgs using a hollow-stem auger and NQ-sized rock coring

equipment. The explorations were completed using a track-mounted drilling rig.

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.

■ Cerchar Abrasivity Index (CAI) tests (performed by the Earth Mechanics Institute at the Colorado School of Mines) Cerchar (2001).

5. Prepared logs of the borings including the following:

■ Standard Penetration Test (SPT) values for soils.

■ 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 Sabal Trail alignment from MP 0.0 to approximately MP 7.5 is located in the Tallapoosa Block of the Northern Piedmont lithotectonic section of the Piedmont physiographic province. The Northern Piedmont is faulted against the Appalachian fold and thrust belt on the northwest along the Talladega-Cartersville fault system. The Tallapoosa Block contains two distinctly different metasedimentary sequences: the Wedowee Group and the Emuckfaw Group (Figure 3). The Wedowee Group forms the most areally extensive unit in the Northern Piedmont. The internal metamorphic stratigraphy of the Wedowee is complex as a result of a diverse original sedimentary rock assemblage and the different metamorphic and tectonic facies superimposed on them. The Emuckfaw Group on the southeast side of the Tallapoosa block is an interlayered sequence of muscovite-biotite schist, metagraywacke, and locally quartzite and amphibolite. In the eastern part of the outcrop belt, there is a zone of graphitic aluminous schist that forms the core of a southwest-plunging antiform. Scattered throughout the Tallapoosa block are small bodies of metamorphosed ultramafic and mafic rock (pyroxenite and gabbro). Typically, the mineral assemblages of the Wedowee, Cornhouse and Emuckfaw rocks are in the middle to upper amphibolite facies of regional metamorphism; scattered areas contain retrograded rock in which the mineral assemblages are in the upper greenschist and lower amphibolite facies. The Tallapoosa block also contains many granitoid plutons that range in composition from granite to quartz diorite. Intruded in the Emuckfaw Group are a series of narrow elongate sills of granitic rock (Zana Granite). The relationship of these sills to the Emuckfaw is uncertain and the contacts between granitoid rocks and the metasedimentary rock sequences are obscure. (Raymond, D.E., et. al., 1988)


3.1.2 Site Geology

Geologic mapping indicates that the Precambrian to Paleozoic Age (4.5 billion to 250 million years ago)

Wedowee Group (undifferentiated) will be encountered at the Hillabee Creek HDD Site. The Wedowee

Group (undifferentiated) includes the Cragford Phyllite and Cutnose Gneiss geologic units. Cragford

Phyllite consists of interbedded fine-grained schist and phyllite. Locally, feldspathic biotite gneiss, calc-

silicate rock, and quartzite may also be found within the Cragford Phyllite. Cutnose Gneiss consists of

cyclically interbedded fine-grained gneiss and schist, locally with thin interbeds of phyllite and quartzite

(Szabo, et. al., 1988), (USGS Mineral Resources).

3.2 Subsurface Conditions

3.2.1 General

Subsurface conditions were explored at the site from May 12 through May 21, 2014; June 3 through June

5, 2014; and July 9 through July 15, 2014, by drilling four (4) geotechnical borings (HC-B-1 through HC-B-

4) with a track-mounted drill rig. Borings HC-B-1, HC-B-2, HC-B-3, and HC-B-4 were drilled to depths of

115 feet bgs, 180 feet bgs, 245 feet bgs, and 160 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 SPT samplers. Rock core samples were generally continuously cored using NQ-sized rock coring

equipment. An engineer from GeoEngineers managed the geotechnical explorations and a technician or

staff engineer logged the borings on a full-time basis. The GeoEngineers field staff visually classified and

collected the soil and rock samples and documented other pertinent drilling information. Laboratory

tests, including moisture content determination, sieve analyses, Atterberg limits, unconfined compressive

strength and CAI, 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 soft to very stiff low plasticity clay with varying sand content, very stiff to hard

low plasticity silt with varying sand content, and dense to very dense fine to coarse sand overlying schist

bedrock with mica and quartz seams.

Boring HC-B-1

Drilling operations for boring HC-B-1 were completed on June 5, 2014. Subsurface conditions

encountered at this location consisted of approximately 26 feet of soil overburden consisting primarily of

soft to hard low plasticity clay with fine sand and fine gravel and hard low plasticity silt with schist

fragments. Below approximately 26 feet bgs, bedrock was noted and continuous NQ2 coring techniques

were used to advance the boring to the termination depth at approximately 115 feet bgs. The rock

encountered consisted of typically fair to good quality schist between depths of 26 to 115 feet bgs. The

RQD values in the schist ranged from 28 to 78 percent. The unconfined compressive strength of the rock

ranged from 2,290 pounds per square inch (psi) to 4,670 psi.

Boring HC-B-2

Drilling operations for boring HC-B-2 were completed on July 15, 2014. Subsurface conditions



medium stiff to hard low plasticity clay and hard low plasticity silt. Below approximately 20 feet bgs,

bedrock was noted and continuous NQ2 coring techniques were used to advance the boring to the

termination depth at approximately 180 feet bgs. The rock encountered generally consisted of

approximately 160 feet of fair to excellent quality schist with quartz seams. RQD values ranged from 32

to 100 percent from 20 to 65 feet bgs. RQD values were generally greater than 75 percent below 65 feet

bgs with isolated runs of RQD values ranging between 55 and 75 percent. The unconfined compressive

strength of the rock ranged from 980 psi to 2,990 psi.

Boring HC-B-3

Drilling operations for boring HC-B-3 were completed on July 12, 2014. Subsurface conditions


hard to very stiff low plasticity silt with fine sand and occasional gravel, overlying highly weathered schist

bedrock to a depth of approximately 64 feet bgs. Below approximately 64 feet bgs, intact bedrock was

noted and continuous NQ2 coring techniques were used to advance the boring to the termination depth

at approximately 245 feet bgs. The rock encountered consisted of approximately 181 feet of typically fair

to excellent quality schist with quartz seams. RQD values in this zone ranged from 65 to 95 percent with

the exception of two (2) isolated core runs from 65 to 70 feet bgs and from 90 to 95 feet bgs where the

RQD values were 18 and 15 percent, respectively. RQD values were generally greater than 90 percent

below depths of 95 feet bgs with two (2) isolated runs with RQD values of 88 percent from 95 to 100 and

120 to 125 feet bgs. The unconfined compressive strength of the rock ranged from 3,040 psi to 10,090

psi.

Boring HC-B-4

Drilling operations for boring HC-B-4 were completed on May 21, 2014. Subsurface conditions


medium stiff to very stiff low plasticity clay, dense to very dense fine to coarse sand with mica schist

fragments and varying amounts of clay content. Below approximately 35 feet bgs, bedrock was noted

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

approximately 160 feet bgs. The rock encountered consisted of approximately 6.5 feet of poor quality

schist with quartz overlying excellent quality schist with quartz with RQD values greater than 90 percent.

The unconfined compressive strength of the rock ranged from 920 psi to 2,950 psi.

3.2.3 Cerchar Abrasivity Testing

CAI tests were performed on rock samples obtained from the borings to evaluate abrasivity of the rock.

The abrasiveness scale is determined by the data presented in Table 1 below. The testing results are

presented in Table 2 below at their respective sample depths.


TABLE 1. CRITERIA FOR THE CERCHAR ABRASIVENESS INDEX

Classification Average CAI (HRC=55)

Very Low Abrasiveness 0.3 – 0.5

Low Abrasiveness 0.5 – 1.0

Medium Abrasiveness 1.0 – 2.0

High Abrasiveness 2.0 – 4.0

Extreme Abrasiveness 4.0 – 6.0

Quartzitic 6.0 – 7.0

TABLE 2. CERCHAR ABRASIVITY INDEX TEST RESULTS

Boring Number Sample Depth (ft) CAI

HC-B-1 26 – 27 1.0

HC-B-2 35 – 40 1.7

HC-B-2 121 1.9

HC-B-3 117 2.7

As shown in Table 2 above, the CAI values for the selected samples range between 1.0 and 2.7, which is medium to high abrasiveness. The Colorado School of Mines supplied the information provided in Table 3, and it depicts a list of referenced rock samples from around the world and their corresponding CAI values.

TABLE 3. REFERENCE LIST OF CERCHAR ABRASIVITY INDICES

Rock Name CAI Comment

Sandstone 0.3 Fontenelle

Limestone 1.13 Midlothian, Texas

Dolometic Limestone 1.1 to 1.5 Chicago, Illinois

Sandstone 1.3 Navajo

Andesite 2.3 Buckskin Tunnel

Quartz Diorite 3.2 Norway

Red Sandstone 3.6 Kentucky

Gneiss 4.1 Atlanta, Georgia

Quartz Gneiss 4.3 40% Quartz

Gneiss 4.4 18% Quartz Norway

Sandstone 4.7 Kentucky

Granite 4.8 Atlanta, Georgia

Granite Gneiss 5.3 13% Quartz

Quartzite 5.9 Norway


3.2.4 Groundwater Conditions

At the time of drilling, groundwater was observed in boring HC-B-1 at a depth of 23 feet bgs, but not in the other borings. Due to the drilling techniques used, the groundwater level can be difficult to measure and will fluctuate over time due to seasonal variations in precipitation.

3.3 Surface Conditions

3.3.1 General

We evaluated the surface conditions in the vicinity of the proposed HDD during our limited site visit to the proposed HDD site on March 20, 2014 and again during our subsurface exploration program. Photographs of site surface conditions along the project alignment are included in Figures 3 and 4.

3.3.2 Surface Description

The proposed HDD alignment trends roughly northwest to southeast (entry to exit), as shown in Figure 2. The proposed entry point is located adjacent to Alabama Power Company’s overhead power line corridor approximately 500 feet northwest of Hillabee Creek within a densely wooded area with somewhat uneven terrain. The ground surface at the entry point is approximately elevation 560 feet (North American Vertical Datum [NAVD] 88).

The ground surface along the HDD alignment, southeastward from entry slopes downward to Hillabee Creek. From the southeast bank of Hillabee Creek, the ground surface along the HDD alignment consists of a series of ridges and ravines before reaching the exit point at approximate elevation 597 feet NAVD 88.

The proposed exit point is located adjacent to Alabama Power Company’s overhead power line corridor approximately 2,040 feet southeast of the Hillabee Creek within a densely wooded area with uneven terrain. The proposed entry and exit points are also located approximately 75 feet north of Alabama Power Company’s overhead power lines.

The proposed pipe fabrication and stringing area extends 1,925 feet southeast of the exit workspace and parallel to Alabama Power Company’s overhead power lines. The fabrication and stringing area will not be of sufficient length to string the carrier pipe in one continuous section. Significant grading of the ground surface and clearing of trees will be required 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 GIE, 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, express, 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

Cerchar – Centre d’ Etudes et Recherches de Chabonnages de France (1986): The Cerchar Abrasiveness Index. – 12 S, Verneuil.

Raymond, D.E., Osborne, W.E., Copeland, C.W. and Neathery, T.L., Alabama Stratigraphy, Geological Survey of Alabama, 1988.

Szabo, et. al., Geologic Map of Alabama, Geological Survey of Alabama, 1:250,000 Scale, 1988.

Scott, J.C., Geologic Map of Russell County, Alabama, 1:63,360 Scale, 1962.

USGS Mineral Resources, U.S. Geological Survey, U.S. Department of the Interior, Mineral Resources On-Line Spatial Data, (http://mrdata.usgs.gov).

FIGU

RE

S

8

0

5

2

7

4

9

1

6

3

Tallapoosa

Clay

UV63

UV22

UV49

UV49

UV49

SABAL TRAIL TRANSMISSION PROJECTVICINITY MAP

HILLABEE CREEK HDDTALLAPOOSA COUNTY, ALABAMA

Figure 1

µ1 0 1 2 3

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.

Offic

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blan

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Clay

LeeHarris

TroupCoosa

Coweta

Elmore

Heard

Carroll

Tallapoosa

Randolph

Chambers

TalladegaCleburne FultonSt. Clair

Macon Muscogee

A l a b a m aG e o r g i a

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

Tallapoosa River HDD

State Highway 22 HDD

Hillabee Creek HDD

Alexander City

SAND W/ SILT ORGANICSAND OCCASIONAL GRAVEL

10°

12°

58'

142'

SILT W/ SCHIST FRAGMENTS

69/10070/9275/10085/10073/10078/10071/10073/10063/10051/9751/10028/10081/10066/10056/10041/10078/8878/9050/2"

SCHIST W/ INTERBEDDED MICA

50/6"50/4"50/4"

43

CLAY

100/100100/100100/10098/10065/100 83/100100/100

100/100100/100100/100100/100100/100100/100100/100100/100100/100100/100SCHIST W/ QUARTZ SEAMS100/10095/10088/10055/10083/10092/10075/10032/10088/100100/100100/10070/100100/100100/100100/10067/10050/5"

27740

5

CLAY W/ ROCK FRAGMENTSSILT W/ ROCK FRAGMENTS

CLAY W/ ORGANICS

100/100100/100100/100100/10098/100100/100

100/100100/100100/100100/100

100/100

100/100100/100100/100100/100100/100100/100100/100100/100100/10093/100100/100100/100100/100

88/100100/100

92/100100/100

100/10088/10015/10078/10065/10082/10095/10018/6250/2"

SCHIST

50/3"50/2"50/2"50/5"50/5"50/5"50/5"

6850/3"

42232013

SCHIST ROCK FRAGMENTS

SILTY SAND W/ MICA AND WEATHEROCKFRAGMENTS

SILT W/ SAND AND OCCASIONAL GRAVEL

100/100100/100

100/10095/100100/100100/100100/100100/100100/100100/100100/100100/100100/100100/10095/10095/100100/100100/100100/100100/100100/10090/10095/10035/75SAND W/ CLAY AND SCHIST FRAGMENTS

CLAYEY SAND W/ OCCASIONAL MICA SCHIST FRAGMENTS

CLAY W/ ORGANICS

715

8265042

50/4"50/3"0/47

MICA SCHIST W/ QUARTZ

P P PP P P

P P P

P P P P P P PP P P P P P P

P P P P P P PP P P P P P P P P P

MP1.0

MP

2.0

650700

650

600

600

550

550

600

550

6 00

600

600

550

600

600600

650

HILLABEE CREEK

S1TRC369

S4TRC067S4TRC068

S4TRC069

S1TRC214

60'75'

60'

PROPOSEDHDD ENTRY POINTN. 12012009.29117E. 144918.23502LAT. N32.99459793LONG. W85.87685663

225'

300'

191'

PROPOSEDHDD EXIT POINTN. 12010627.54842E. 147255.32979LAT. N32.99110994LONG. W85.86905081

10'HDD PROFILE20' OF COVER

PROPOSED HDDENTRY POINT

PROPOSED HDDEXIT POINT

PROPOSED SABAL TRAILPIPELINE ALIGNMENT

PROPOSED 36" HORIZONTAL DIRECTIONAL DRILL - 2715'

PROPOSED TEMPORARYENTRY WORKSPACE PROPOSED TEMPORARY

1.99 ACRES ODD-SHAPEDEXIT WORKSPACE

PROPERTY LINE (TYP.)

GROUND SURFACE (SURVEY)

HILLABEE CREEK(WATER LEVEL APPROX.)

STREAM (TYP.)

HDD PROFILE20' OF COVER

EXISTING OVERHEADPOWERLINE (TYP.)

PROPOSED PRODUCT PIPESTRINGING AND FABRICATION AREA

TO BE WITHIN AND ALONG TEMPORARYWORKSPACE (1925' LONG)

PERMANENTEASEMENT (TYP.)

TEMPORARYWORKSPACE (TYP.)

PROPOSED 36" HDD PROFILE

HC-B-2HC-B-1 HC-B-3 HC-B-4

DATUM:HORIZONTAL:VERTICAL:

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

SABAL TRAIL TRANSMISSIONPROPOSED 36" PIPELINESITE PLAN AND PROFILE

HILLABEE CREEK HDD

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 survey, survey data and aerial photo provided by Gulf Interstate Engineering.

HC-B-1

HC-B-2HC-B-3

HC-B-4

ACCESS ROAD (TYP.)

PT2

PC2PT1

PC1

4000' R4000' R

ADDITIONAL TEMPORARYWORKSPACE (TYP.)

Boring Location

Major Contour - 50' IntervalMinor Contour - 10' 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 PERMITTINGSHEET NO.

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

DATE:

W.O.:

DRAWINGNUMBER:

REV.

REV. DESCRIPTION DATE

SURVEYED ROAD (TYP.)

S1TRC216

WATERBODYBOUNDARY

1 0 1

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

Surface FaultsFault Type

Fault (sense of movement unknown)

Thrust Fault

Alabama GeologyWater

da: Agricola Schist

dch: Camp Hill Granite Gneiss

dmum: Mafic and ultramafic rock

drc: Ropes Creek Amphibolite

drm: Rock Mills Granite Gneiss

dws: Waresville Schist

egn: Elkahatchee Quartz Diorite Gneiss

em: Emuckfaw Group undifferentiated in part

jg: Jacksons Gap Group

kgn: Kowaliga Gneiss

we: Wedowee Group undifferentiated

wec: Cornhouse Schist

weh: Hackneyville Schist

zg: Zana Granite

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Tallapoosa R iver

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k

H illabe

e Creek

MP 0

MP 1

MP 2

MP 3 MP 4MP 5

MP 6

MP 7

MP 8

MP 9

MP 10

MP 11

MP 12

MP 13

MP 14

MP 15

Talla

poos

a Rive

r

Timberg

ut Cree

k

Josie L

eg Cree

k

jg

emwe

em

kgn

zg

egn

emzg

drm

dws

da

weh

zg

dmum

wec

zg

em zg

em

weh

em

da

zg

weh

zg

drmweh

weh

dmum

weh

zg

weh

weh

weh

zg Dudleyvi lle Rd

Concord Rd

Concord Rd

AL-22

AL-49

AL-38 AL-38

AL-49

AL-49

A L-2

2

AL-38

AL-49

AL-49

AL-49

AL-22

Highway 22 E

Horseshoe BendRd

Hamlet Mill R d

AL-22

5721

79

4444

49

22

49

49

49

22

22

49

49

280

Tal lapoosaTal lapoosa

SessionsSessions

Data Source: Surface faults from Alabama State GeoSpatial Data site,http://gsa.state.al.us/gsa/geologichazards/AL_GIS_Data.htm.Base map from ArcGIS Online. ESRI Maps.Hydrology from USGS National Map.

Geologic MapSabal Trail Transmission Project

Hillabee Creek HDDTallapoosa County, Alabama

Figure 3

Hillabee Creek HDD

FIGURE 4

Looking Southeastward along the HDD Alignment from the Entry Workspace

Looking Southeastward along Hillabee Creek and Alabama Power Company’s

Right-of-Way

Hillabee Creek HDD Site Photographs

FIGURE 5

Looking Northwestward along the HDD Alignment from the Exit Workspace

Looking Southeastward at the Stringing Area from the Exit Workspace

Hillabee Creek 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 from May 12 through May 21, 2014; June 3 through June

5, 2014; and July 9 through July 15, 2014, by drilling four (4) geotechnical borings (HC-B-1 through HC-B-

4) using a track-mounted drilling rig. The borings were drilled to depths up to 245 feet below ground

surface (bgs). The borings were drilled adjacent to the alignment of the proposed Horizontal Directional

Drill, (HDD) in order to characterize the subsurface conditions for HDD design.

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

classified the soils and rock 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 rock units encountered we classified visually in general accordance with the Unified

Rock Classification System (URCS) described in Figure A-2. 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 intervals using a 1.5-inch inside

diameter split spoon standard penetration test (SPT) sampler. 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. Rock samples were recovered using NQ-

sized rock coring equipment. Each boring was backfilled with Portland cement/bentonite grout.

The SPT samples recovered at each interval were 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 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-6. The rock quality descriptions are

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


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-6. The logs are based on our interpretation of

the field data and indicate the various types of soil and rock 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

Soil and rock 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 limit tests, sieve analyses,

Cerchar abrasivity testing 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-6 at the depths at which the samples were obtained.

Atterberg Limits Testing

Atterberg limits were performed on select fine grained soil samples in general accordance with ASTM

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

Atterberg limits testing are shown in Figures A-7 and A-8.

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 Figure A-9. The percentage passing the

U.S. No. 200 sieve is shown on the boring logs at the respective sample depths.

Unconfined Compression Testing

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

results were used to evaluate shear strength characteristics and were completed in general accordance

with the ASTM D7012 test procedure and are presented in Figures A-10 through A-13. The results of the

testing are presented on the boring logs at their respective sample depths.


Cerchar Abrasivity Index Testing

Cerchar Abrasivity Index tests were performed on rock samples obtained from the borings. The tests

were used to evaluate the abrasivity of the rock, and were completed in general accordance with ASTM

D7625. The results of the testing as well as reference values are presented in the boring logs and

Section 3.2.3.

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

CL

ML

Schist

15

18

16

15

12

2

54

53

3

4

50/4"

50/4"

50/6"

50/2"

S1

S2

S3

S4

S5

S6

R1

R2

78

78

Dark brown and black clay (soft, moist)

Becomes brownish red, with fine sand and traceschist fragments, and medium stiff

Becomes with fine gravel and hard

Becomes brown and gray clay

Brown and gray silt with schist fragments (hard,moist)

Becomes gray and wet

Light to dark gray schist with interbedded mica,laminated, visually fresh state, reboundquality, slightly fractured, 30º fracturing

Becomes with interbedded quartz, 50-60º slightfracturing

23LL = 35PI = 14

Water noted during drilling at 23' bgs

UC = 2,850 psiMohs = 6 - 7

CAI = 1.0

TotalDepth (ft)

HammerData

SystemDatum

StartChecked ByLogged By

JETDrillingMethodDrilled

Notes:

CJW

Surface Elevation (ft)Vertical Datum

HSA/NQ2Driller

GroundwaterDepth toWater (ft)Date Measured

Diedrich D-50 Track Mounted

Elevation (ft)

DrillingEquipment

LatitudeLongitude

32º 59' 40.04160" N85º 52' 36.60600" W Geographic

115

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

Automatic140 (lbs) / 30 (in) Drop

548

N/A

S&ME, Inc.6/3/2014End

6/5/2014

Sheet 1 of 3Figure A-3

Log of Boring HC-B-1

Project Location:

Project:

Project Number:

Sabal Trail Transmission - Hillabee Creek

15347-006-00


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J D

BT

empl

ate/

LibT

empl

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GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

545

540

535

530

525

520

515

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

Schist60

60

60

60

60

60

58

60

60

R3

R4

R5

R6

R7

R8

R9

R10

R11

41

56

66

81

28

51

51

63

73

Becomes high angle and moderately fractured

Becomes gray with white interbedded quartz,slight low angle fracturing

Becomes very slightly fractured

Becomes slightly fractured with trace mica flakes

Becomes with interbedded quartz and mica, lowto 30º fracturing

UC = 4,670 psiMohs = 7

UC = 2,290 psiMohs = 6 - 7

UC = 2,300 psiMohs = 6 - 7


Log of Boring HC-B-1 (continued)

Project Location:

Project:

Project Number:


15347-006-00


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J D

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empl

ate/

LibT

empl

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GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

510

505

500

495

490

485

480

475

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

Schist

60

60

60

60

48

55

60

R12

R13

R14

R15

R16

R17

R18

71

78

73

85

75

70

69

Becomes with gneiss interbedding, 45º fracturing

Becomes with interbedded quartz and gneiss

Becomes visually fresh state, slight 30° fracturing

Becomes with interbedded quartz, gneiss, andmica

UC = 2,740 psiMohs = 6 - 7

UC = 2,470 psiMohs = 6 - 7



Project Location:

Project:

Project Number:


15347-006-00


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BT

empl

ate/

LibT

empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

470

465

460

455

450

445

440

435

Dep

th (

feet

)

80

85

90

95

100

105

110

115

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

CL

ML

CL

Schist

12

18

9

10

4

54

60

60

60

5

40

7

27

50/5"

S1

S2

S3

S4

S5

R1

R2

R3

R4

67

100

100

100

Brownish red clay with organics (medium stiff,dry)

Brownish red silt with rock fragments (hard, dry)

Brownish red clay with rock fragments (mediumstiff, moist)

Becomes with weathered rock fragments andvery stiff

Becomes hard

Gray schist with quartz seams, stained state tovisually fresh state, dent quality, and 3Ddiscontinuities

Becomes gray schist with quartz interbeds,rebound quality, and solid random breakage

19

Rough drilling

PI = 9LL = 31

UC = 2,990 psiMohs = 2 - 3


TotalDepth (ft)

HammerData

SystemDatum


DJJDrillingMethodDrilled

Notes:

NWH


HSA/NQ2Driller



Elevation (ft)

DrillingEquipment

LatitudeLongitude

32º 59' 35.17800" N85º 52' 25.80600" W Geographic

180



573

N/A


7/15/2014



Project Location:

Project:

Project Number:


15347-006-00


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empl

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empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

570

565

560

555

550

545

540

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

60

60

60

60

60

60

60

60

R5

R6

R7

R8

R9

R10

R11

R12

70

100

100

88

32

75

92

83

Becomes stained state to visually fresh state,and 3D discontinuitites

Becomes gray schist, visually fresh state,rebound quality, and solid random breakage

Becomes pit quality, 3D discontinuities

Becomes rebound quality

Becomes with 2D discontinuities

CAI = 1.7

UC = 1,870 psiMohs = 2 - 3




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J D

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empl

ate/

LibT

empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

535

530

525

520

515

510

505

500

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

60

60

60

60

60

60

60

60

R13

R14

R15

R16

R17

R18

R19

R20

55

88

95

100

100

100

100

100

Becomes gray schist with quartz interbeds, and3D discontinuities

Becomes gray schist, 2D discontinuities

Becomes gray schist with quartz seams, solidrandom breakage

Becomes gray schist

UC = 980 psiMohs = 3



UC = 1,920 psiMohs = 3 - 4



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15347-006-00


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empl

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empl

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GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

495

490

485

480

475

470

465

460

455

Dep

th (

feet

)

80

85

90

95

100

105

110

115

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

60

60

60

60

60

60

60

60

60

R21

R22

R23

R24

R25

R26

R27

R28

R29

100

100

100

100

100

100

100

83

65 Becomes with 3D discontinuities

CAI = 1.9




Project Location:

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Project Number:


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empl

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empl

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GE

OE

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INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

450

445

440

435

430

425

420

415

Dep

th (

feet

)

120

125

130

135

140

145

150

155

160

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

60

60

60

5

R30

R31

R32

R33

98

100

100

100

Becomes gray schist with quartz seams and 2Ddiscontinuities

UC = 2,960 psiMohs = 2 - 3



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S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

410

405

400

395

Dep

th (

feet

)

165

170

175

180

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

ML

SM

12

14

15

16

8

18

5

5

8

13

20

23

42

50/3"

68

50/5"

50/5"

50/5"

S1

S2

S3

S4

S5

S6

S7

S8

S9

Reddish brown fine sand with silt, organics, andoccasional gravel (medium dense, dry)

Reddish brown silt with fine sand and occasionalgravel (very stiff, dry)

Becomes with mica

Becomes hard

Becomes with weathered rock fragments

Becomes reddish brown silt with fine sand, mica,and weathered rock fragments

Reddish brown silty fine to coarse sand with micaand weathered rock fragments (very dense,

9PI = 4

LL = 32

TotalDepth (ft)

HammerData

SystemDatum



Notes:

NWH


HSA/NQ2Driller



Elevation (ft)

DrillingEquipment

LatitudeLongitude

32° 59' 30.04080" N85° 52' 13.77120" W Geographic

245



632

N/A


7/12/2014



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S8.

GD

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EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

630

625

620

615

610

605

600

595

Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

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

Schist

11

7

7

3

0

37

60

60

60

60

50/5"

50/2"

50/2"

50/3"

50/2"

S10

S11

S12

S13

S14

R1

R2

R3

R4

R5

18

95

82

65

78

dry)

Becomes reddish brown silty fine to coarse sand

Gray weathered schist rock fragments

No recovery

Gray schist, partially decomposed state tovisually fresh state, pit quality, 3Ddiscontinuities

Becomes visually fresh state, rebound quality,and solid random breakage

Becomes with quartz seams, stained state tovisually fresh state, and 3D discontinuities

Becomes gray schist, stained state to visuallyfresh state, rebound quality, 2Ddiscontinuities

Becomes visually fresh state, 3D discontinuities,and with 45º fractures with water stains

8 % Fines = 22

HSA refusal


UC = 4,250 psiMohs = 3 - 4



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15347-006-00


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GE

OE

NG

INE

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S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

590

585

580

575

570

565

560

555

550

545

Dep

th (

feet

)

40

45

50

55

60

65

70

75

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

60

60

60

60

60

60

60

60

60

R6

R7

R8

R9

R10

R11

R12

R13

R14

R15

15

88

100

100

92

100

88

100

100

Becomes stained state to visually fresh state,with 45º to 60º fractures, horizontal fractures,and water stains

Becomes with quartz seams, visually fresh state,rebound quality, and solid random breakage

Becomes gray schist, visually fresh state,rebound quality, solid random breakage

Becomes pit quality

UC = 3,040 psiMohs = 3 - 4

UC = 3,710 psiMohs = 3CAI = 2.7




Project Location:

Project:

Project Number:


15347-006-00


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GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

540

535

530

525

520

515

510

505

500

Dep

th (

feet

)

90

95

100

105

110

115

120

125

130

135

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

60

60

60

60

60

60

60

60

60

60

R16

R17

R18

R19

R20

R21

R22

R23

R24

100

93

100

100

100

100

100

100

100

100

Gray schist, visually fresh state, rebound quality,and solid random breakage

Becomes dent quality


Becomes with quartz

Becomes gray schist

Becomes with quartz interbeds

Becomes gray schist


UC = 3,040 psiMohs = 2 - 3

UC = 4,640 psiMohs = 2 - 3



Project Location:

Project:

Project Number:


15347-006-00


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GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

495

490

485

480

475

470

465

460

455

450

Dep

th (

feet

)

140

145

150

155

160

165

170

175

180

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

60

60

60

60

60

60

60

60

60

60

R25

R26

R27

R28

R29

R30

R31

R32

R33

R34

100

100

100

100

100

100

100

98

100

100

Gray schist with quartz interbeds, visually freshstate, rebound quality, solid random breakage

Becomes gray schist


UC = 3,230 psiMohs = 3 - 4

UC = 10,090 psiMohs = 3



Project Location:

Project:

Project Number:


15347-006-00


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empl

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empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

445

440

435

430

425

420

415

410

405

Dep

th (

feet

)

185

190

195

200

205

210

215

220

225

230

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

60

60

R35

R36

100

100

Gray schist, visually fresh state, rebound quality,and solid random breakage

Becomes pit quality


UC = 4,970 psiMohs = 3 - 4



Project Location:

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Project Number:


15347-006-00


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empl

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empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

400

395

390

Dep

th (

feet

)

235

240

245

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

CL

SC

SW-SC

18

3

0

7.5

22

24

4

4

7

15

8

26

50

42

50/4"

50/3"

S1

S2

S3

S4

S5

S6

S7

S8

Red clay with organics (medium stiff, dry)

Becomes tan and stiff

No recovery

Becomes red clay with mica flakes, mica schistfragments, and organics (very stiff, moist)

Red clayey fine to coarse sand with occasionalmica schist fragments (very dense, moist)

Becomes dense

Gray fine to coarse sand with clay and schistfragments (very dense, dry)

Becomes red and brown

16

16

4

LL = 36PI = 14

% Fines = 26% Gravel = 8

% Fines = 9% Gravel = 16

TotalDepth (ft)

HammerData

SystemDatum



Notes:

ZT


HSA/NQ2Driller



Elevation (ft)

DrillingEquipment

LatitudeLongitude

32º 59' 27.40560" N85º 52' 08.06160" W Geographic

160



589

N/A


5/21/2014



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Project:

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15347-006-00


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empl

ate/

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empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

585

580

575

570

565

560

555

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

Schist28

45

60

60

60

60

60

60

60

R1

R2

R3

R4

R5

R6

R7

R8

R9

0

35

95

90

100

100

100

100

100

Gray schist with quartz, partially decomposedstate, pit quality

Becomes visually fresh state


Auger refusal at 35' bgs

UC = 1,610 psiMohs = 6 - 7

UC = 1,390 psiMohs = 6 - 7

UC = 2,180 psiMohs = 6 - 7



Project Location:

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Project Number:


15347-006-00


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empl

ate/

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empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

550

545

540

535

530

525

520

515

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

60

60

60

60

60

60

60

60

R10

R11

R12

R13

R14

R15

R16

R17

95

95

100

100

100

100

100

100

Gray mica schist with quartz seams, visuallyfresh state, and rebound quality


UC = 2,100 psiMohs = 6 - 7

UC = 2,950 psiMohs = 6 - 7



Project Location:

Project:

Project Number:


15347-006-00


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empl

ate/

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empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

510

505

500

495

490

485

480

475

Dep

th (

feet

)

80

85

90

95

100

105

110

115

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

60

60

60

60

60

60

60

60

R18

R19

R20

R21

R22

R23

R24

R25

100

100

100

100

95

100

100

100

Gray mica schist with quartz seams, visuallyfresh state, and rebound quality

UC = 920 psiMohs = 6 - 7




Project Location:

Project:

Project Number:


15347-006-00


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empl

ate/

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empl

ate:

GE

OE

NG

INE

ER

S8.

GD

T/G

EI8

_GE

OT

EC

H_S

OIL

_RO

CK

FIELD DATA

Ele

vatio

n (f

eet)

470

465

460

455

450

445

440

435

430

Dep

th (

feet

)

120

125

130

135

140

145

150

155

160

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

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

Liquid Limit

PLASTICITY CHART

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.

CL-ML ML or OL

CL or OL

OH and MH

CH or OH

SymbolExploration

NumberSample Depth

(feet)Moisture Content

(%)Liquid Limit

(%)Plasticity Index

(%) Soil DescriptionHC-B-1 13.5 – 15.0 23 35 14 Brown and gray CLAY (CL)HC-B-2 33.5 – 35.0 19 31 9 Brownish red CLAY (CL)

Atterberg Limits Test Results


Figure A-7

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

Liquid Limit

PLASTICITY CHART


CL-ML ML or OL

CL or OL

OH and MH

CH or OH

SymbolExploration

NumberSample Depth

(feet)Moisture Content

(%)Liquid Limit

(%)Plasticity Index

(%) Soil DescriptionHC-B-3 33.5 – 35.0 9 32 4 Reddish brown SILT (ML)HC-B-4 13.5 – 15.0 16 36 14 Red CLAY (CL)

Atterberg Limits Test Results


Figure A-8


SANDSILT OR CLAYCOBBLES

GRAVELCOARSE 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”

Sieve Analysis Results


Figure A-9

SymbolExploration

NumberSample Depth

(feet) Soil ClassificationHC-B-3 43.5 – 45.0 Silty fine to coarse SAND (SM)

HC-B-4 18.5 – 20.0Clayey fine to coarse SAND with occasional

mica schist fragments (SC)

HC-B-4 28.5 – 30.0 Fine to coarse SAND with clay and mica

schist fragments (SW-SC)

BORING DEPTH (FEET) RQD (%) ROCK QUALITY MOHS' HARDNESS UNCONFINED COMPRESSIVE STRENGTH (PSI)

HC-B-1 27.5 – 28.0 78 Good 6 – 7 2,850

HC-B-1 43.5 – 44.0 56 Fair 7 4,670

HC-B-1 59.5 – 60.0 28 Poor 6 – 7 2,290

HC-B-1 71.5 – 72.0 63 Fair 6 – 7 2,300

HC-B-1 90.0 – 90.5 78 Good 6 – 7 2,740

HC-B-1 105.0 – 105.5 70 Fair 6 – 7 2,470

HC-B-2 23.0 – 23.5 67 Fair 2 – 3 2,990

HC-B-2 28.0 – 28.5 100 Excellent 3 1,860

HC-B-2 54.0 – 54.5 100 Excellent 2 – 3 1,870

Rock Core Test Results

Hillabee Creek HDD Tallapoosa County, Alabama

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.


HC-B-2 69.5 – 70.0 75 Good 3 1,850

HC-B-2 83.5 – 84.0 55 Fair 3 980

HC-B-2 102.0 – 102.5 100 Excellent 2 2,640

HC-B-2 107.5 – 108.0 100 Excellent 3 2,580

HC-B-2 117.0 – 117.5 100 Excellent 3 – 4 1,920

HC-B-2 145.0 – 145.5 100 Excellent 3 2,260

HC-B-2 163.0 – 163.5 65 Fair 3 – 4 2,960

HC-B-3 71.5 – 72.0 95 Excellent 3 4,320

HC-B-3 86.0 – 86.5 78 Good 3 – 4 4,250






HC-B-3 103.5 – 104.0 100 Excellent 3 – 4 3,040

HC-B-3 117.5 – 118.0 100 Excellent 3 3,710

HC-B-3 134.0 – 134.5 100 Excellent 3 3,060

HC-B-3 150.0 – 150.5 100 Excellent 4 4,260

HC-B-3 162.5 – 163.0 100 Excellent 2 – 3 3,040

HC-B-3 178.5 – 179.0 100 Excellent 2 – 3 4,640

HC-B-3 191.5 – 192.0 100 Excellent 3 3,110

HC-B-3 205.0 – 205.5 100 Excellent 3 – 4 3,230

HC-B-3 221.5 – 222.0 98 Excellent 3 10,090






HC-B-3 241.5 – 242.0 100 Excellent 3 – 4 4,970

HC-B-4 45.0 – 45.5 95 Excellent 6 – 7 1,610

HC-B-4 57.0 – 57.5 100 Excellent 6 – 7 1,390

HC-B-4 73.0 – 73.5 100 Excellent 6 – 7 2,180

HC-B-4 87.0 – 87.5 95 Excellent 6 2,290

HC-B-4 101.0 – 101.5 100 Excellent 6 – 7 2,100

HC-B-4 115.0 – 115.5 100 Excellent 6 – 7 2,950

HC-B-4 131.0 – 131.5 100 Excellent 6 – 7 920

HC-B-4 143.0 – 143.5 95 Excellent 6 2,740





FIGURE A-14

HC-B-1: 26.0’ to 36.0’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0

HILLABEE CREEK HDD CROSSING ROCK CORE SAMPLE PHOTOGRAPHS

HC-B-1: 36.0’ to 46.0’

FIGURE A-15

HC-B-1: 46.0’ to 56.0’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-1: 56.0’ to 66.0’

FIGURE A-16

HC-B-1: 66.0’ to 76.0’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-1: 76.0’ to 86.0’

FIGURE A-17

HC-B-1: 86.0’ to 96.0’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-1: 96.0’ to 106.0’

FIGURE A-18

HC-B-1: 106.0’ to 115.0’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 19.8’ to 29.5’

FIGURE A-19

HC-B-2: 29.5’ to 39.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 39.5’ to 49.5’

FIGURE A-20

HC-B-2: 49.5’ to 59.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 59.5’ to 69.5’

FIGURE A-21

HC-B-2: 69.5’ to 79.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 79.5’ to 89.5’

FIGURE A-22

HC-B-2: 89.5’ to 99.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 99.5’ to 109.5’

FIGURE A-23

HC-B-2: 109.5’ to 119.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 119.5’ to 129.5’

FIGURE A-24

HC-B-2: 129.5’ to 139.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 139.5’ to 149.5’

FIGURE A-25

HC-B-2: 149.5’ to 159.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 159.5’ to 169.5’

FIGURE A-26

HC-B-2: 169.5’ to 179.5’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-2: 179.5’ to 180.0’

FIGURE A-27

HC-B-3: 65.1’ to 74.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 74.9’ to 84.9’

FIGURE A-28

HC-B-3: 84.9’ to 94.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 94.9’ to 104.9’

FIGURE A-29

HC-B-3: 104.9’ to 114.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 114.9’ to 124.9’

FIGURE A-30

HC-B-3: 124.9’ to 134.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 134.9’ to 144.9’

FIGURE A-31

HC-B-3: 144.9’ to 154.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 154.9’ to 164.9’

FIGURE A-32

HC-B-3: 164.9’ to 174.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 174.9’ to 184.9’

FIGURE A-33

HC-B-3: 184.9’ to 194.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 194.9’ to 204.9’

FIGURE A-34

HC-B-3: 204.9’ to 214.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 214.9’ to 224.9’

FIGURE A-35

HC-B-3: 224.9’ to 234.9’

0 0.5 1.0 Scale In Feet 1.5 2.0

0 0.5 1.0 Scale In Feet 1.5 2.0


HC-B-3: 234.9’ to 245.0’

FIGURE A-36

HC-B-4: 35.2’ to 45.2’


HC-B-4: 45.2’ to 55.2’

FIGURE A-37

HC-B-4: 55.2’ to 65.2’


HC-B-4: 65.2’ to 75.2’

FIGURE A-38

HC-B-4: 75.2’ to 85.2’


HC-B-4: 85.2’ to 95.2’

FIGURE A-39

HC-B-4: 95.2’ to 105.2’


HC-B-4: 105.2’ to 115.2’

FIGURE A-40

HC-B-4: 115.2’ to 125.2’


HC-B-4: 125.2’ to 135.2’

FIGURE A-41

HC-B-4: 135.2’ to 145.2’


HC-B-4: 145.2’ to 155.2’

FIGURE A-42

HC-B-4: 155.2’ to 160.0’


Earth Mechanics Institute Colorado School of MinesClient: GeoEngineers Mining Engineering Department

Project #: 15347-006-00

Project Name: Spectra Enegry - Sabal Trail Transmission ProjectDate: 07/28/2014

STH-B-1@36-37 Metamorphic 2.7




HC-B-1@26-27 Metamorphic 1.0

HC-B-2@35-40 Metamorphic 1.7

TC-B-1@30-34 Metamorphic 4.2




TR-B-1@74-75 Metamorphic 3.0


TR-B-3@~95 Metamorphic 5.2

TR-B-4@~95 Metamorphic 4.3


Sample IDRock Type Cerchar Abrasivity Index

After

Pictures of Sample Before and AfterCerchar Abrasivity Index

Client Name: GeoEngineersProject Name: Spectra Enegry - Sabal Trail Transmission Project

Date: 7/28/2014

Sample ID: STH-B-1@36-37

Before

Earth Mechanics Institute, CSM 7/30/2014

After



Date: 7/28/2014


Before


After



Date: 7/28/2014

Sample ID: HC-B-1@26-27

Before


After



Date: 7/28/2014

Sample ID: HC-B-2@35-40

Before


After



Date: 7/28/2014

Sample ID: TC-B-1@30-34

Before


After



Date: 7/28/2014


Before


After



Date: 7/28/2014

Sample ID: TR-B-1@74-75

Before


After



Date: 7/28/2014

Sample ID: TR-B-2@158-159

Before


After



Date: 7/28/2014

Sample ID: TR-B-3@~95

Before


After



Date: 7/28/2014

Sample ID: TR-B-4@~95

Before


After


GeoEngineersSpectra Enegry - Sabal Trail Transmission Project7/28/2014

TR-B-5@25-30

Client Name:Project Name:

Date:

Sample ID:

Before


Earth Mechanics Institute Colorado School of MinesClient: GeoEngineers Mining Engineering Department

Location: N/A

Project Name: N/ADate: 08/13/2014

Sample

ID

HC-B-2@121 Metamorphic 1.9

HC-B-3@117 Metamorphic 2.7

Rock Type Cerchar Abrasivity Index

Client Name:Project Name:

Date:

Sample ID:

Before

After


GeoEngineersN/A8/12/2014

HC-B-2@121


After


Client Name: GeoEngineersProject Name: N/A

Date: 8/12/2014

Sample ID: HC-B-3@117

Before


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 Hillabee Creek HDD located in Tallapoosa County,

Alabama. 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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