Geotechnical Data Report - Sabal Trail...

Geotechnical Data Report

Sabal Trail Transmission Hannahatchee Creek HDD Stewart County, Georgia

for

Gulf Interstate Engineering

November 17, 2014


Sabal Trail Transmission

Hannahatchee Creek HDD

Stewart 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 ........................................................................................................................................... 4

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

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 Lab Testing

Figure A-1 – Key to Exploration Logs

Figures A-2 through A-4 – Logs of Borings

Figures A-5 through A-9 - Sieve Analysis Results

Figures A-10 and A-11 – Atterberg Limits Test Results

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) Hannahatchee Creek Horizontal Directional Drill (HDD) at

approximate milepost (MP) 91.5 located in Stewart 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 Hannahatchee Creek HDD is 1,600 feet, crossing

beneath Hannahatchee Creek and a connector road. 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

(HCG-B-1 through HCG-B-3) to depths up to 96 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 three (3) geotechnical borings to

depths between 90 and 96 feet below ground surface (bgs) using hollow-stem auger and/or mud

rotary drilling techniques. The explorations were completed using a track-mounted drill 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

5. Prepared logs of the borings including the following:

■ Standard Penetration Test (SPT) values for soils.

■ Index and classification properties of soil.

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 Hannahatchee Creek HDD is located in the Fall Line Hills 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.

The Fall Line Hills District in Georgia is highly dissected with little level land except the marshy floodplains

and their better drained, narrow stream terraces. Stream valleys lie 50 to 250 feet below the adjacent

ridge tops. Stream dissection seems to be greatest in the East Gulf portion of this district. Relief gradually

diminishes to the south and east. Elevations range from a high of approximately 760 feet between

Columbus and Macon to a low of approximately 150 feet south of Augusta (Clark, W. and Zisa, A., 1976).

3.1.2 Site Geology

Geologic mapping indicates that the Cretaceous Age Cusseta Sand member of the Ripley Formation and

the Blufftown Formation will likely be encountered at the Hannahatchee Creek HDD site. The Cusseta

sand occurs at the base of the Ripley Formation and consists primarily of cross-bedded, medium to

coarse sand; glauconitic, fossilifersous fine sand; and dark gray fossiliferous, micaceous clay. The

Cusseta sand is underlain by the Blufftown formation. The upper part of the Blufftown consists of 200 to

300 feet of gray calcareous sandy clay containing some thin beds of sand and calcareous sandstone

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


3.2 Subsurface Conditions

3.2.1 General

Subsurface conditions were explored at the site from June 30, 2014 to July 2, 2014 and from July 25 to

July 29, 2014 by drilling three (3) geotechnical borings (HCG-B-1 through HCG-B-3) with a track-mounted

drill rig. Borings HCG-B-1, HCG-B-2 and HCG-B-3 were drilled to depths of 91.5 feet bgs, 90 feet bgs, and

96 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 a technician logged the borings on a full-time basis. The GeoEngineers technician visually classified

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

including moisture content determination, sieve analyses, and Atterberg limits 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 very loose to very dense sand with varying amounts of silt and clay, and hard

clay and silt with varying amounts of sand.

Boring HCG-B-1

Drilling operations for boring HCG-B-1 were completed between July 25 and July 28, 2014. Subsurface

conditions encountered at this location consisted of loose to very dense fine to medium sand with varying

amounts of silt and clay, and hard clay with varying amounts of sand to the termination depth of the

boring at approximately 91.5 feet bgs. The soil units at the site were generally very loose too loose at

depths less than 23 feet bgs. Below a depth of 23 feet bgs the sand units ranged from dense to very

dense and the clay units were hard. A layer of sandstone was observed from approximately 73 feet to

75 feet bgs.

Boring HCG-B-2

Drilling operations for boring HCG-B-2 were completed on July 29, 2014. Subsurface conditions

encountered at this location consisted of very loose to very dense fine to medium sand with varying

amounts of silt and clay and hard clay with varying amounts of sand to the termination depth of the

boring at approximately 90 feet bgs. The soil units at the site were generally very loose too loose at

depths less than 17 feet bgs. Below a depth of 17 feet bgs the sand units ranged from medium dense to

very dense and the clay units were hard.

Boring HCG-B-3

Drilling operations for boring HCG-B-3 were completed between June 30 and July 2, 2014. Subsurface

conditions encountered at this location consisted of medium dense to very dense fine to medium sand

with varying amounts of silt and clay and hard silt and clay with varying amounts of sand to the boring

termination depth at approximately 96 feet bgs. The soil units at the site were generally loose to medium

dense at depths less than 17 feet bgs. Below a depth of 17 feet bgs the sand units ranged from dense to

very dense and the silt and clay units were hard. A layer of sandstone and siltstone was observed from

approximately 66 feet to 74 feet bgs.


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 12, 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 trends roughly east to west (entry to exit) adjacent to State Highway 39 and

passing beneath Hannahatchee Creek as shown in Figure 2. The proposed entry point is located within a

densely wooded area approximately 450 feet north of the State Highway 39 centerline near the northern

edge of an existing Southern Natural Gas Pipeline (Sonat) pipeline easement on relatively flat terrain. The

proposed exit point is located approximately 1,200 feet north of the State Highway 39 centerline within a

wooded area with relatively flat terrain. With the inclusion of Hannahatchee Creek, the ground surface

along the HDD alignment is composed of relatively flat terrain between entry and exit with elevations

ranging between approximately 249 feet and 241 feet North American Vertical Datum 88 (NAVD 88),

respectively.

The proposed pipe fabrication and stringing area extends 1,650 west of the exit workspace and should 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, 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

NRCS Soil Survey, National Cooperative Soil Survey, Natural Resources Conservation Service, USDA, (http://websoilsurvey.nrcs.usda.gov).

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

White, W.A., 1970, The Geomorphology of the Florida Peninsula: Florida Bureau of Geology, Bulletin no. 51.

FIGU

RE

S

94

91

96

93

95

92

97

Stewart

SABAL TRAIL TRANSMISSION PROJECTVICINITY MAP

HANNAHATCHEE CREEK HDDSTEWART 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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Russell

StewartBarbour

Marion

TerrellRandolph

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Chattahoochee

Quitman

Lee

Schley

MaconMuscogee

Bullock

Taylor


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

Louvale

50'

CLAYEY SAND W/ ROCK FRAGMENTSSANDSANDY CLAY

0/12

SANDY CLAY W/ SHELLS

CLAYEY SAND W/ SHELLS

SAND W/ SILT AND SHELLS

SAND


SAND

SAND W/ SILT

SAND3

56

454

3170/11"

7881/11"50/2"

7148

71/11"

0/6750/4"

0/73SANDSTONE

640/14

50/4"SAND W/ SHELLS


SAND W/ SILT AND SHELLSSANDY CLAY W/ SHELLS

SILTY SAND W/ ROCK FRAGMENTS

SAND W/ CLAY AND ROCK FRAGMENTS

SILTY SAND


SAND W/ SILT

SAND W/ ORGANICS

50/4"96

59/11"72/10"

324237476241

72/11"7933

59/9"197367

4

SANDY SILT W/ TRACE ORGANICSSILTY SAND65/10"

50/4"100/14"

74

SILTSTONESANDSTONE W/ ORGANIC MATERIAL

68/100

7760

75/10"50/5"50/4"98/9"64/9"

444720

2315

9 CLAYEY TOP SOIL W/ ORGANICS

SILTY SAND W/ OCCASIONAL ORGANIC MATERIAL

CLAY W/ MICA

SAND W/ TRACE CLAY

SAND W/ TRACE SILT

CLAY

SILTY SAND

12/3552

SAND W/ SILT

SANDY SILT

8°10°

0

240240

240

240

240

240

250

250

XX

XX

X

X X

X

PP

PP

P

PP

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

// // //

//

//

//

//

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

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

////

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

//

//

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225'

50'

425'

215' 75' 60'

PROPOSEDHDD EXIT POINT

N. 11692489.33003E. 428618.87624

LAT. N32.15084045LONG. W84.91547896

PROPOSEDHDD ENTRY POINTN. 11692272.51000

E. 430204.12270LAT. N32.15040393

LONG. W84.91034162

10'

PROPOSED 36" HDD PROFILE

PROPOSED HDDENTRY POINT

PROPOSED HDDEXIT POINT

PROPOSED SABAL TRAILPIPELINE ALIGNMENT

PROPOSED 36" HORIZONTALDIRECTIONAL DRILL - 1600'

PROPOSED TEMPORARYEXIT WORKSPACE

PROPOSED TEMPORARY1.79 ACRES ODD-SHAPED

ENTRY WORKSPACE

PROPERTY LINE (TYP.)

GROUND SURFACE (SURVEY) HANNAHATCHEE CREEK(WATER LEVEL APPROX.)

STATE HIGHWAY 39

WETLAND (TYP.)

WATERBODYBOUNDARY (TYP.)

HDD PROFILE 20' OF COVER

HDD PROFILE20' OF COVER

SOUTHERN NATURALGAS PIPELINE (TYP.)

DATUM:HORIZONTAL:VERTICAL:

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

SABAL TRAIL TRANSMISSIONPROPOSED 36" PIPELINESITE PLAN AND PROFILE

HANNAHATCHEE CREEK HDD

STREAM

HAN

NAH

ATCH

EEC

REE

K

PROPOSED PRODUCT PIPESTRINGING AND FABRICATION AREATO BE WITHIN AND ALONG TEMPORARYWORKSPACE (1650' LONG)

PERMANENTEASEMENT (TYP.)

TEMPORARYWORKSPACE (TYP.)

S1TRC008

SHEET NO.

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

DATE:

W.O.:

DRAWINGNUMBER:

REV.

REV. DESCRIPTION DATE

EXISTING OVERHEADPOWERLINE

EXISTING FENCE (TYP.) ADDITIONAL TEMPORARYWORKSPACE (TYP.)

HCG-B-1HCG-B-2

HCG-B-3

HCG-B-1HCG-B-2

HCG-B-3

PC2 PT1

PT2

PC1

4200' R

4200' R

ACCESS ROAD

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.

Boring Location

Major Contour - 10' IntervalMinor Contour - 2' 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

SURVEYED ROAD (TYP.)

S1TR

C00

5

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 Geology, Americus 30x60

Kb: Blufftown Formation

Kc: Cusseta Sand

Qal: Alluvium

Qth: Deposits of high alluvial terraces

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MP 89

MP 94

MP 91

MP 88

MP 93

MP 90

MP 95

MP 92

MP 87

Data Source: Base geology maps from USGS National Geologic Map Database,http://ngmdb.usgs.gov/.

Geologic MapSabal Trail Transmission Project

Hannahatchee Creek HDDStewart County, Georgia

Figure 3


FIGURE 4

Looking Westward toward the Exit Workspace and Product Pipe Stringing Areafrom Boring HCG-B-1

Looking Eastward along the HDD Alignment and Sonat Pipeline’s Right-of-Waynear Boring HCG-B-1

Hannahatchee Creek HDD Site Photographs

FIGURE 5

Looking Eastward from the West Bank of the Hannahatchee Creek along the HDD Alignment

Looking Westward along the HDD Alignment from the Entry Workspace

Hannahatchee 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 between June 30, 2014 and July 2, 2014 and from

July 25 to July 29, 2014 by drilling three geotechnical borings (HCG-B-1 through HCG-B-3) using a track

mounted drilling rig. The borings were drilled to depths up to 96 feet 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, 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) 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. 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 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 exploration logs are presented in Figures A-2 through A-4. 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.

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

Laboratory Testing

General

Soil 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, sieve analyses and Atterberg limits determinations.

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-2 through A-4 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-5 through A-9. The percentage

passing the U.S. No. 200 sieve 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-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

SP

SP-SM

SP

SC

SP

18

14

4

18

8

18

12

12

16

3

5

6

4

5

4

31

70/11"

78

S1

S2

S3

S4

S5

S6

S7

S8

S9

Brown fine sand (very loose, dry)

Light brown fine sand with silt (loose, dry)

Becomes gray and wet

Gray fine sand (loose, wet)

Gray clayey sand with shells (dense, wet)

Gray fine to medium sand (very dense, wet)

7

44

24

% Fines = 7

Water observed at 8.5 feet bgs

% Fines = 3

% Fines = 28

TotalDepth (ft)

HammerData

SystemDatum

StartChecked ByLogged By

NAADrillingMethodDrilled

Notes:

NWH

Surface Elevation (ft)Vertical Datum

Hollow StemAugerDriller

GroundwaterDepth toWater (ft)Date Measured

Diedrich D-50 Track Mounted

Elevation (ft)

DrillingEquipment

LatitudeLongitude

32° 09' 02.7114" N84° 54' 55.1035" W Geographic

91.5

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

Automatic140 (lbs) / 30 (in) Drop

244.0

N/A

S&ME7/25/2014End

7/28/2014

Sheet 1 of 3Figure A-2

Log of Boring HCG-B-1

Project Location:

Project:

Project Number:

Sabal Trail Transmission - Hannahatchee Creek HDD

15347-006-00


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J D

BT

empl

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LibT

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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)

240

235

230

225

220

215

210

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

SP-SM

SC

CL

Sandstone

CH

17

8

18

18

12

4

40

44

7

81/11"

50/2"

71

48

71/11"

50/4"

S10

S11

S12

S13

S14

S15

R1

R2

R3

0

0

0

Gray fine sand with silt and shells (very dense,wet)

Gray clayey fine sand with shells (very dense,wet)

Becomes clayey fine sand (dense, wet)

With shells and becomes very dense

With rock fragments

Gray sandy clay with shells (hard, wet)

Gray sandstone, visually fresh state, pit quality,3D discontinuities

Gray hard sandy clay

24

20

30

% Fines = 7

% Fines = 12% Gravel = 3

% Fines = 18

Auger refusal at 65' bgs, potential cobble

Clear water observed flowing from the hole


Log of Boring HCG-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

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)

205

200

195

190

185

180

175

170

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

SP

SC

0

18

6

18

64

50/4"

R4

S16

R5

S17

0

Brown coarse sand (very dense, wet)

Gray clayey fine sand with fine rock fragments(very dense, wet)

Becomes gray clayey sand

23

33

LL = 83PI = 48

No recovery

% Fines = 15



Project Location:

Project:

Project Number:


15347-006-00


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HA

TC

HE

E C

RE

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.GP

J D

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)

165

160

155

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

SP-SM

SC

SM

SP

18

12

15

14

10

16

15

18

16

4

7

6

3

7

19

59/9"

33

79

S1

S2

S3

S4

S5

S6

S7

S8

S9

Brown fine sand with organics (loose, dry)

Becomes fine sand

Grades to light brown

Light brown fine sand with silt (very loose, wet)

Becomes loose

Gray clayey sand with shells (medium dense,wet)

Becomes very dense

Gray silty sand (dense, wet)

Gray fine sand with clay and rock fragments(very dense, wet)

21

26

26

% Fines = 7Water observed at 8.5 feet bgs

% Fines = 38

% Fines = 20

Hard drilling

TotalDepth (ft)

HammerData

SystemDatum



Notes:

NWH


Hollow StemAugerDriller


Diedrich D-50 Track Mounted

Elevation (ft)

DrillingEquipment

LatitudeLongitude

32° 09' 02.1261" N84° 54' 47.6278" W Geographic

90



246.0

N/A

S&ME7/29/2014End

7/29/2014



Project Location:

Project:

Project Number:


15347-006-00


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HE

E C

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J D

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)

245

240

235

230

225

220

215

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

CL

SP-SM

11

18

11

4

18

14

18

14

72/11"

41

62

47

37

42

32

72/10"

S10

S11

S12

S13

S14

S15

S16

S17

Becomes fine sand

With clay and shells (dense, wet)

Gray fine silty sand with rock fragments (verydense, wet)

With clay and becomes dense

Gray sandy clay with shells (hard, wet)

With rock fragments

Gray fine sand with silt and shells (very dense,wet)

22

14

20

30

% Fines = 4

Hard drilling

% Fines = 13% Gravel = 5

Hard drilling

LL = 38PI = 18

Hard drilling

% Fines = 9

Water observed flowing out of hole



Project Location:

Project:

Project Number:


15347-006-00


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TC

HE

E C

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.GP

J D

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)

210

205

200

195

190

185

180

175

170

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

SC

SP

11

13

4

59/11"

96

50/4"

S18

S19

S20

Gray fine clayey sand with shells (very dense,wet)

Gray fine sand with shells (very dense, wet)

33 % Fines = 17



Project Location:

Project:

Project Number:


15347-006-00


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TC

HE

E C

RE

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.GP

J D

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)

165

160

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

Topsoil

SP

SM

CL

5

9

10

18

12

15

9

15

23

20

47

44

64/9"

S1

S2

S3

S4

S5

S6

S7

Dark brown clayey top soil with organics (loose,dry)

Orangish brown medium sand with trace clay(medium dense, dry)

Becomes wet

Orangish brown silty fine sand (medium dense,wet)

Becomes silty sand with occasional organicmaterial and dense

Brown clay with mica (hard, wet)

21

29

31

% Fines = 2

% Fines = 49

LL = 48PI = 23

TotalDepth (ft)

HammerData

SystemDatum



Notes:

SNN


HSA/MudRotaryDriller


BK-51 Track Mounted

Elevation (ft)

DrillingEquipment

LatitudeLongitude

32° 09' 01.2639" N84° 54' 37.9194" W Geographic

96



248.0

N/A

Southern Earth Sciences6/30/2014End

7/2/2014



Project Location:

Project:

Project Number:


15347-006-00


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10/3

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h:P

:\15\

1534

7006

\00\

GIN

T\H

AN

NA

HA

TC

HE

E C

RE

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.GP

J D

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)

245

240

235

230

225

220

215

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

SP

CH

SM

ML

Sandstone

Siltstone

SP-SM

9

4

5

10

18

18

1

60

21

13

98/9"

50/4"

50/5"

75/10"

60

77

0

52

S8

S9

S10

S11

S12

S13

S14

R1

S15

R2

S16

68

12

Dark gray fine sand with trace silt (very dense,wet)

Grades to light gray

Dark gray clay (hard, wet)

WIth fine mica flakes

Gray silty fine sand (very dense, wet)

Gray sandy silt (hard, wet)

Brownish black sandstone with organic material

Gray siltstone, partially decomposed state,intensely fractures, 60º fractures

Gray fine sand with silt (very dense, wet)

27

45

39

26

% Fines = 2

% Fines = 58

LL = 53PI = 27

Sampler did not advance for 10 blows

% Fines = 5



Project Location:

Project:

Project Number:


15347-006-00


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h:P

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E C

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.GP

J D

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)

210

205

200

195

190

185

180

175

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

ML

SM

18

14

4

10

74

100/14"

50/4"

65/10"

S17

S18

S19

S20

Grades to light gray

Gray sandy silt with trace organics (hard, wet)

Gray silty fine sand (very dense, wet)

29 % Fines = 8



Project Location:

Project:

Project Number:


15347-006-00


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10/3

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h:P

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HA

TC

HE

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.GP

J D

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)

170

165

160

155

Dep

th (

feet

)

80

85

90

95

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

GRAVELCOARSE MEDIUM FINECOARSE FINE

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

PER

CEN

T PA

SSIN

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”

SymbolExploration

NumberSample Depth

(feet) Soil ClassificationHCG-B-1 3.5 – 5.0 Poorly graded fine SAND with silt (SP-SM)

HCG-B-1 13.5 – 15.0 Poorly graded fine to medium SAND (SP)

HCG-B-1 38.5 – 40.0 Poorly graded fine SAND with silt (SP-SM)

Sieve Analysis Results


Figure A-5




0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

PER

CEN

T PA

SSIN

G B

Y W

EIG

HT

.



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

SymbolExploration

NumberSample Depth


HCG-B-1 58.5 – 60.0 Clayey fine SAND (SC)




Figure A-6




0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

PER

CEN

T PA

SSIN

G B

Y W

EIG

HT

.



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

SymbolExploration

NumberSample Depth


HCG-B-2 38.5 – 40.0 Poorly graded fine SAND (SP)

HCG-B-2 48.5 – 50.0 Silty fine SAND (SM)



Figure A-7




0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

PER

CEN

T PA

SSIN

G B

Y W

EIG

HT

.



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

SymbolExploration

NumberSample Depth



HCG-B-3 10.0 – 11.5 Poorly graded medium SAND (SP)



Figure A-8




0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

PER

CEN

T PA

SSIN

G B

Y W

EIG

HT

.



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

SymbolExploration

NumberSample Depth

(feet) Soil ClassificationHCG-B-3 35.0 – 36.5 Poorly graded fine SAND (SP)





Figure A-9

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 DescriptionHCG-B-1 78.0 – 80.0 23 83 48 Gray CLAY with sand and mica (CH)

HCG-B-2 63.5 – 65.0 20 38 18Gray CLAY with mica and rock fragments

(CL)

Atterberg Limits Test Results


Figure A-10

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 DescriptionHCG-B-3 25.0 – 26.5 31 48 23 Gray CLAY with silt and mica (CL)HCG-B-3 55.0 – 56.5 39 53 27 Dark gray CLAY with Mica (CH)

Atterberg Limits Test Results


Figure A-11

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 Hannahatchee Creek HDD located in Stewart 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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