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Geotechnical Data Report

Sabal Trail Transmission Project Shingle Creek HDD Osceola County, Florida

for

Gulf Interstate Engineering

November 17, 2014


Sabal Trail Transmission Project

Shingle Creek HDD

Osceola County, Florida

for


November 17, 2014

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700


Sabal Trail Transmission Project

Shingle 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

JMP:MAM:DPS:kb

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

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

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

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

Table of Contents

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

LIST OF FIGURES

Figure 1. Vicinity Map

Figure 2. Site Plan and Profile

Figure 3. 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 and A-6 – Seive Analysis Results

Figures A-7 through A-9 – Atterberg Limits 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 present this geotechnical data report for the proposed

Shingle Creek Horizontal Directional Drill (HDD) at approximate Hunter Creek Line milepost (MP) 9.2

located in Osceola County, Florida. 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 pipeline project. The design

horizontal length of the proposed 36-inch-diameter HDD is approximately 3,400 feet, crossing beneath

Shingle Creek and delineated wetland areas. 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 (DB-

B-5 through DB-B-7) to depths up to 95 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 a preliminary HDD Design, surface and subsurface soil

conditions and to prepare a detailed HDD design for the proposed crossing alignment. 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 reconnaissance at the site to view site access and surface conditions and

potential HDD constructability issues.

Task 3 – Geotechnical Exploration and Laboratory Testing

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

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

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

between 80 and 95 feet below ground surface (bgs) using hollow-stem auger and mud rotary drilling

techniques. 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 International (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 in soils as an indication of in-situ soil density.

■ 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 HCL MP 9.2 Shingle Creek HDD is located in the Osceola Plains section of the Barrier Island

Sequence District. The Barrier Island Sequence District extends into Florida and Georgia. The district is

characterized by beach ridges, dunes and paleo-lagoons. In Florida, the district extends from the Georgia-

Florida state line southward to the vicinity of Lake Okeechobee. It lies to the east of the Ocala Karst

District and Central Lakes District. Elevations within the district range from mean sea level (MSL) to more

than 145 feet above MSL. The surficial and shallow subsurface sediments in the district were deposited

during the Plio-Pleistocene and lie unconformably on sediments ranging from the Middle Eocene Avon

Park Formation to the Oligocene-Miocen Hawthone Group. Beach ridge plains occur in several areas of

the Barrier Island Sequence District at elevations ranging from near sea level to more than 75 feet above

MSL (Green, R. and Evans, W.).

The Osceola Plain, which is located east and south of the Central Highlands, is bordered to the west by

the Lake Wales Ridge and to the northwest by the Mount Dora Ridge. An outward facing scarp separates

the eastern limit of the Osceola Plain from the adjacent Eastern Valley. Alternating dry and swampy

swales parallel to the east coast are present (Arthur, J.D. and Rupert, F.R.).

3.1.2. Site Geology

Geologic mapping indicates that Quarternary Age (2.6 million years ago to present) undifferentiated

surficial sands, clayey sands, clays, marls, and peats greater than 20 feet thick are present at the surface

at the proposed HCL MP 9.2 Shingle HDD site (Scott, T., 1993). These surface sediments are likely

underlain by undifferentiated Tertiary-Quaternary Age (65.5 million years ago to present) sediments.

These sediments are much that same as the materials described above and are separated from the

undifferentiated Quarternary sediments solely on the basis of elevation. Based on the suggestion that

the Pleistocene sea levels reached a maximum of approximately 100 feet MSL, these sediments occur

above Pleistocene sea levels and are predominantly older than Pleistocene but contain some sediments


reworked during the Pleistocene. This unit may include fluvial and aeolian deposits. The undifferentiated

Tertiary-Quaternary sediments are part of the surficial aquifer system (Scott, T.M., 2001).

The Miocene Age (23.0 to 2.6 million years ago) Undifferentiated Hawthorn Group may also be

encountered at depth. The undifferentiated Hawthorn sediments are light olive gray and blue gray in

unweathered sections to reddish brown in deeply weathered sections, poorly to moderately consolidated

clayey sands to silty clays and relatively pure clays. These sediments are part of the intermediate

confining unit/aquifer system and provide an effective aquitard for the Florida Aquifer System except

where perforated by karst features (Scott, T.M., 2001).

3.2 Subsurface Conditions

3.2.1 General

Subsurface conditions were explored at the site from July 9 through July 14, 2014 and August 22, 2014

by drilling three (3) geotechnical borings (DB-B-5 through DB-B-7) with a track-mounted drill rig. Borings

DB-B-5, DB-B-6, and DB-B-7 were drilled to depths of 85 feet bgs, 80 feet bgs, and 95 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, Atterberg Limits tests and sieve analyses, were completed on

selected samples from the borings. A description of the field exploration and laboratory testing

procedures as well as logs of the borings are presented in Appendix A.

3.2.2 Subsurface Description

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

for the area, consisting of loose to dense sand with varying amounts of silt and clay, and soft to very stiff

clay and silt with varying amounts of sand.

Boring DB-B-5

Drilling operations for boring DB-B-5 were completed on July 14, 2014. Subsurface conditions

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

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

to the termination depth of the boring at approximately 85 feet bgs. Sand units were generally loose and

clay units were medium stiff to stiff at depths less than 58 feet bgs. Below approximately 58 feet bgs the

observed soils were medium dense in sand units and stiff to very stiff in clay and silt units.

Boring DB-B-6

Drilling operations for boring DB-B-6 were completed on July 9 and July 10, 2014. Subsurface conditions

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

amounts of silt and clay, and medium stiff to very stiff clay with varying amounts of silt and sand to the

maximum depth explored at approximately 80 feet bgs. Sand units at the site were generally very loose

to medium dense and clay units were medium stiff at depths less than 68 feet bgs. Below a depth of


approximately 68 feet bgs the observed soils were generally medium dense in sand units and stiff to very

stiff in clay units.

Boring DB-B-7

Drilling operations for boring DB-B-7 were completed on August 22, 2014. Subsurface conditions

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

clay and silt and soft to very stiff clay with varying amounts of sand to the maximum depth explored at 95

feet bgs. Sand units were generally loose and clay units were soft to medium stiff at depths less than 43

feet bgs. Below a depth of approximately 43 feet bgs the observed soils were generally medium dense to

dense in sand units and stiff to very stiff in clay units.

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

April 25, 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), as shown in Figure 2. The

proposed entry point is located approximately 750 feet west of the Carroll Road and Dyer Boulevard

intersection. The ground surface elevation at the entry point is at an approximate elevation of 80 feet

(North American Vertical Datum [NAVD] 88).

The ground surface from entry remains relatively flat, sloping gently down toward Shingle Creek and the

surrounding wetlands. From the west bank of Shingle Creek the ground surface slopes upward to an

approximate elevation of 77 feet NAVD 88 before sloping down toward the exit point at an elevation of

approximately 70 feet NAVD 88. The area along the HDD alignment between the entry point and Shingle

Creek includes delineated wetlands and an adjacent residential development.

The exit point is located approximately 1,300 feet west of Shingle Creek within a relatively flat clearing

surrounded by wooded areas. The exit workspace is located between two wetland areas on the east and

west sides of the workspace.

The proposed pipe fabrication and stringing area extends approximately 3,500 feet westward from the

exit workspace. The fabrication and stringing workspace will be of sufficient length to string the carrier

pipe in one continuous section during pullback operations.


4.0 LIMITATIONS

We have prepared this report for use by Gulf Interstate Engineering, Sabal Trail Transmission, 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).

Pipeline Research Committee International (PRCI) of the American Gas Association “Installation of

Pipelines by Horizontal Directional Drilling, An Engineering Design Guide,” Contract No. PR-227-

9424, April 15, 1995.

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

1:1,000,000 Scale.

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

51.

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

FIGU

RE

S

9

6

8

5

7

11

13

10

12

Osceola

Orange

£¤17

£¤192

UV417

UV536

UV423

UV417

UV423

SABAL TRAIL TRANSMISSION PROJECTVICINITY MAP

SHINGLE CREEK HDDOSCEOLA COUNTY, FLORIDA

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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Kissimmee

Deerfield HDD

SAND W/ SILT AND TRACESHELLS

SAND W/ TRACE SILT ANDGRAVEL

59'

38'

8°

SAND W/ CLAY AND SHELLS

CLAY W/ SAND AND SHELL FRAGMENTS

CLAYEY SAND W/ TRACE SHELLS

CLAY W/ SHELLS

SAND W/ SILTCLAY W/ SANDSILTY SAND

273221131616

1715201618

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2018

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148

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CLAY W/ SAND AND SHELLS

SILTY SAND W/ CLAY AND SHELLS

SAND W/ CLAYSANDY CLAY

SAND W/ SILT AND TRACE CLAY

CLAYEY SAND W/ SILTSILTY SANDSANDY CLAY

SILTY SAND

CLAYEY SILT W/ SANDSAND W/ TRACE SILTSILTY SAND W/ TRACE CLAY

SAND W/ SILT

SANDY SILT W/ OCCASIONAL SHELL FRAGMENTS

SILTY CLAY

SANDY CLAY W/ SHELL FRAGMENTS

CLAYEY SAND W/ OCCASIONAL SHELL FRAGMENTS

CLAY W/ SAND

CLAYEY SAND

SILTY CLAY

SANDY CLAY

SILTY SANDSANDY TOPSOIL

15191915

9102969

13798

111285

CLAY

10°

70

70

70

70

80

70 70

70

60

80

80

80

80

70

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X

X

X

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XX

XX

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MP

9.0

DB-B-7

DB-B-5

PROPOSEEDHDD EXIT POINT

N. 10280259.88000E. 1495777.94000

LAT. N28.32628397LONG. W81.44974061

50'300'

85'

225'

50'

22'

PROPOSEEDHDD ENTRY POINTN. 10280060.33045E. 1499172.11221LAT. N28.32576932LONG. W81.43918475

25'

SHEET NO.

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

DATE:

W.O.:

DRAWINGNUMBER:

REV.

REV. DESCRIPTION DATE

PROPOSED 36" HDD PROFILE

DATUM:HORIZONTAL:VERTICAL:

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

PROPOSEDHDD EXIT POINT

PROPOSEDHDD ENTRY POINT

PROPOSED HUNTER'SCREEK LINE

PROPOSED 36" HORIZONTALDIRECTIONAL DRILL - 3402'

PROPERTY LINE(TYP.)

GROUND SURFACE (SURVEY)

W CARROLL ST.

HDD PROFILE20' OF COVER

HDD PROFILE 20' OF COVER

SABAL TRAIL TRANSMISSIONPROPOSED 36" HUNTER'S CREEK LINE

SITE PLAN AND PROFILESHINGLE CREEK HDD

WETLAND (TYP.) WATERBODYBOUNDARY (TYP.)

ADDITIONAL TEMPORARYWORKSPACE (TYP.)

PERMANENTEASEMENT (TYP.)

TEMPORARYWORKSPACE(TYP.)

EXISTING FENCE (TYP.)

EXISTING OVERHEADPOWERLINE (TYP.)

PROPOSED TEMPORARYEXIT WORKSPACE

PHC1PHT1

APPROXIMATE LOCATION OFPARCELS UNDER CONSTRUCTION

STRAIGHT REFERENCE LINE

SH

ING

LEC

REE

K

DB-B-6

SHINGLE CREEK

DB-B-5DB-B-6

DB-B-7

PROPOSED PRODUCT PIPE STRINGINGAND FABRICATION AREA TO BE WITHIN ANDALONG TEMPORARY WORKSPACE (3500' LONG)

-4.03 @ 4,200' R

CULVERT

PC1

PT1PHC1PHT1

PC2

PT2

4000' R

4000' R

PROPOSED 2.65 ACRESODD-SHAPED ENTRYWORKSPACE TO BE WITHINAND ALONG THETEMPORARY WORKSPACE

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

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

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

not verified the field location of the existing utilities.

Reference: Ground surface survey and survey data provided by Gulf Interstate Engineering. Aerial image taken from Google EarthPro, licensed to GeoEngineers, Inc., image dated 01/17/14.

Boring Location

Major Contour - 10' IntervalMinor Contour - 2' Interval

TYPE OF SOIL

LEGEND:

SPT (N)

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

ISSUED FOR PERMITTING

SURVEYED ROAD (TYP.)ACCESS ROAD (TYP.)

S13C

AR06

1

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 17N

HCL Mileposts

HCL Alignment

Proposed HDD Location

Florida GeologyQu: Undifferentiated

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MP 9

MP 6

MP 8

MP 7

MP 11

MP 13

MP 10

MP 12

W Osceola Pkwy

Mill

R un Bl v

d

Flo r i da Pkwy

E Carroll St

Siesta Lago Dr

Still StBa

bb R

d

Ya tesRd

Flora Blvd

Lake Cecile Dr

Pam Rd

Mary Louis Ln

Prin

cess

Way

Sevil

le Dr

Brookmyra Dr

Sam

ple S

t

Hilda St

Dixie

Ln

Barn St

Dyer

Blvd

SOr

ange

Ave

E Town Center Blvd

Brad

ley D

r

Landstar Blvd

White BirchDr

Massa St

Lund Ave

Woodcrest Blvd

Colony Ave

Easy St

W Carroll St

Lanier Rd

Fiest a DrFloral Dr

Centervi ew Blvd

Home St

Mich

igan

Ave

Brookside Ave

Lake Calabay Dr

Old

Dixie

Hwy

Heather Way

Timucua Cir

NTh

acke

r Ave

Alexis Dr

Winfield DrPrince Ln

Lions

Ct

P a inter Ln

Cookie Ln

Van Lieu StBenita St

Carte

r Dr

Tulpa

n Dr

Bay A

ve

Cora

l Ave

E Osceola Pkwy

Lilly

Dr

Molo n a Dr

Red Ma p leDr

Osceola BlvdSa

dina

St

Derby Glen Dr

Chero kee Dr

Oakshire

Blvd

Rose

Dr

Donjay Ave

Palm

way S

t

Joelson Rd

Tamp

a Ave Lond ra

Ln

Shawnee Dr

Competit i o n Dr

Les Ct

Florid

a Ave

Hunters Isle Dr

Destiny Blvd

Royal Bay Blvd

Sports Club Way

Swo o p Cir

C onne r Ln

Windway Cir

Sierra CirNowry Ln

Oren Brown RdTown Loop Blvd

Smith

St

Paradis eDr

Be rkshire Ct

Astina Way

Tyler St

W Fletcher St

Stra

tford

Court St

Newc

ombe

Ln

Fernwood Dr

N Ho

aglan

d Bl

vd

Orch

id Ln

Marta Cir

Cecile Dr

Ashland Ln S

Estrella Dr

Dart Ave

San Gallo Dr

Coralwood Ct

Windrose Dr

Ken d rick Dr

Eldra Dr

Rio Ct

Hart

Ave

Target Rd

Abby Dr

Siesta Ln

Mary

St

Dean B St

Sain

t Cro

ix St

Iris D

r

Hidd

en L

ake S

t

Hawks Nest Dr

E Donegan Ave

Seven Dwarfs Ln

Bay S

t

Bamboo Ln

Peridot Cir

Kendall Ave

W Donegan Ave

Ball Park R d

Tacon Dr

WCe

da

rwood Cir

Lord

Barclay Dr

N Poinciana Blvd

Deso

to D

r

Sanchez Dr

Ocean St

Pomp

ano

Dr

E Lehigh St

Well

s Ct

Harbin Dr

Tina Ln

Mill Slough Rd

N Jo

hn Y

oung

Pkw

y

Thac

ker Ave

Town Center Blvd

Hunters Creek B lvd

Babb

Rd

E Osceola Pkwy

S Oran

ge Av

e

Dyer B

lvd

W Donegan Ave

Mill Slough Rd

Smith

St

D y erB l vdOren Brown Rd

Dyer Blvd

Old D

ixie H

wy

Babb

Rd

W Osceola Pkwy

Mich

igan

Ave

NJo

hnYo

u ng

Pkwy

Dyer

Blvd

W Osceola Pkwy

W Osceola Pkwy

W Carroll St

US-192 E

US-1

7 S

Central Florida Greenway N

US-1

7 N

US-192 W

Florida's Tpke S

Florida's Tpke N

Central Florida Greenway S

FL-423

US-192 E US-17 N

US-17 NFL-4

23

US-192 W

US-1

7 NUS

-17 N

US-192 E US-192 W US-192 W

Florida's Tpke N

US-192 E US-192 EUS-17 S

US-192 W

US-1

7 S

FL-42 3

FL-423

FL-417 N

W Vine St

FL-417 SFL-417 S

W Osceola PkwyFL-91

FL-91

FL-91

FL-91

527

527

41791

536

423

91

91

91

17

192

17

192

192

17

17

17

OsceolaOsceola

OrangeOrange

Seab

oard

Coa

st Lin

e Ra

i l roa

d

Shing

le

Creek

Mill

S lo u

gh

Jackson St Ditch

Lake Cecile

Denn John ParkDenn John Park

Hunter's Creek Golf Course

Rosehill Cemetery

Shingle Creek Cemetery

Valencia Community College

Parkway Middle School

Denn John Middle SchoolMill Creek Elementary School

Highlands Elementary School

Osceola Square Mall

Lake Buena Vista Factory Stores

Florida Hospital Kissimmee

Data Source: Florida geologic map data from Florida Geographic Data Library, http://www.fgdl.org/

Geologic MapSabal Trail Transmission Project

Shingle Creek HDDOsceola County, Florida

Figure 3

Shingle Creek HDD

FIGURE 4

Looking Westward along the HDD Alignment from the Entry Workspace

Looking Westward along the HDD Alignment between DB-B-5 and DB-B-6

Shingle Creek HDD Site Photographs

FIGURE 5

Looking Westward along the HDD Alignment toward the Product Pipe Stringing and Fabrication Area

Looking Eastward along the HDD Alignment within the vicinity of boring DB-B-7

Shingle 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 July 9 and July 14, 2014, and again on August

22, 2014 by drilling three geotechnical borings (DB-B-5 through DB-B-7) using a track-mounted drilling rig.

The borings were drilled to depths up to 95 feet below ground surface (bgs). The borings were drilled

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

HDD design.

The drilling operations were monitored 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.

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

(I.D.) split spoon standard penetration test (SPT). The SPT sampler was driven 18 inches using a 140-

pound hammer with a 30-inch drop. The number of hammer blows required to drive the sampler each 6

inches of depth was recorded on field logs. Each boring was backfilled with Portland cement/bentonite

grout.

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

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

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

Cohesive Soils (Clay/Silt)

Parameter Very Soft Soft Medium Stiff Very Stiff Hard

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

Cohesionless Soils (Gravel/Sand/Silty Sand) 2

Parameter Very Loose Loose Medium Dense Dense Very Dense

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

Notes:

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

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

The 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, Atterberg Limits tests and sieve analyses. 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 and A-6. 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-7 through A-9.

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

TS

SM

CL

CL-ML

18

10

13

18

18

15

17

15

5

8

12

11

8

9

7

13

S1

S2

S3

S4

S5

S6

S7

S8

Brown sandy topsoil (loose, dry)

Dark brown silty fine sand (loose, dry)

Becomes medium dense and wet

Dark brown sandy clay (stiff, wet)

Grades to brown

Brown silty clay (medium stiff, wet)

Becomes stiff

23

24

% Fines = 12

LL = 21PI = 4

TotalDepth (ft)

HammerData

SystemDatum

StartChecked ByLogged By

JETDrillingMethodDrilled

Notes:

SNN

Surface Elevation (ft)Vertical Datum

Mud RotaryDriller

GroundwaterDepth toWater (ft)Date Measured

CME-45

Elevation (ft)

DrillingEquipment

LatitudeLongitude

28º 19' 32.8" N81º 26' 20.4" W Geographic

85

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

Automatic140 (lbs) / 30 (in) Drop

Undetermined

N/A

Amdrill, Inc7/14/2014End

7/14/2014

Sheet 1 of 3Figure A-2

Log of Boring DB-B-5

Project Location:

Project:

Project Number:

Sabal Trail Transmission - Shingle Creek HDD

15347-006-00


Spr

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Pat

h:P

:\15\

1534

7006

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GIN

T\D

YE

R B

LVD

.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)

Dep

th (

feet

)

0

5

10

15

20

25

30

35

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

SC

CH

CL

SC

CL

CL-ML

12

18

18

18

18

18

18

17

9

6

9

2

10

9

15

19

S9

S10

S11

S12

S13

S14

S15

S16

Brown silty clay (stiff, wet)

Brownish gray clayey sand (loose, wet)

Dark brown clay (medium stiff, wet)

Gray clay with sand (stiff, wet)

Becomes soft

Brownish gray clayey sand with occasional shellfragments (medium dense, wet)

Gray sandy clay with shell fragments (stiff, wet)

Gray silty clay (very stiff, wet)

47

29

LL = 44PI = 19

LL = 20PI = 4


Log of Boring DB-B-5 (continued)

Project Location:

Project:

Project Number:


15347-006-00


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R B

LVD

.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)

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

18

18

19

15

S17

S18

Gray silty clay (very stiff, wet)

Dark gray sandy silt with occasional shellfragments (stiff, wet)



Project Location:

Project:

Project Number:


15347-006-00


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7006

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GIN

T\D

YE

R B

LVD

.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)

Dep

th (

feet

)

80

85

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

SP

SM

SP

CL-ML

SM

CL

SM

12

16

12

12

13

18

11

18

3

8

14

6

7

9

9

2

S1

S2

S3

S4

S5

S6

S7

S8

Brown sand with silt (very loose)

Tan and gray silty sand with trace clay (loose)

Light gray sand with trace silt (medium dense)

Light gray clayey silt with sand (medium stiff)

Light gray silty sand (loose)

Light gray sandy clay (stiff)

Light gray silty sand (very loose)

25

24

% Fines = 56

% Fines = 15

TotalDepth (ft)

HammerData

SystemDatum



Notes:

DAS


Mud RotaryDriller


CME-45

Elevation (ft)

DrillingEquipment

LatitudeLongitude

28º 19' 33.5" N81º 26' 34.6" W Geographic

80



Undetermined

N/A


7/10/2014



Project Location:

Project:

Project Number:


15347-006-00


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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)

Dep

th (

feet

)

0

5

10

15

20

25

30

35

Col

lect

ed S

ampl

e

Gro

upC

lass

ifica

tion

Inte

rval

Rec

over

ed (

in)

Blo

ws/

foot

RQ

D %

Sam

ple/

Run

Tes

ting

/Fra

ctur

es

MATERIALDESCRIPTION

Gra

phic

Log

Wat

er L

evel

Moi

stur

eC

onte

nt,

%

Dry

Den

sity

,(p

cf)

REMARKS

SC

SP-SM

CL

SP-SC

SM

15

18

18

18

18

18

16

4

4

11

8

2

3

18

S9

S10

S11

S12

S13

S14

S15

Light gray clayey sand with silt (loose)

Gray sand with silt and trace clay (loose)

With organic matter (medium dense)

Gray sandy clay (stiff)

Gray sand with clay (very loose)

Light gray silty sand with clay and shells (mediumdense)

34

35

% Fines = 8

% Fines = 9



Project Location:

Project:

Project Number:


15347-006-00


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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)

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

CL20 S16 Light gray clay with sand and shells (very stiff) 42 LL = 50PI = 25



Project Location:

Project:

Project Number:


15347-006-00


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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)

Dep

th (

feet

)

80C

olle

cted

Sam

ple

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

CH

SP

CL

18

16

12

18

18

18

12

18

6

4

8

8

8

6

14

3

S1

S2

S3

S4

S5

S6

S7

S8

Brown fine sand with trace silt and gravel (loose,moist)

Becomes fine sand

Grades to dark gray

Gray silty sand (loose, moist)

Gray clay with sand (medium stiff, moist)

Light brown fine sand with silt (medium dense,moist)

Gray clay with shells (soft, wet)

21

29

23

% Fines = 3

% Fines = 23

LL = 108PI = 74

TotalDepth (ft)

HammerData

SystemDatum



Notes:

CGM


Mud RotaryDriller


CME-45

Elevation (ft)

DrillingEquipment

LatitudeLongitude

28º 19' 34.7" N81º 26' 51.7" W Geographic

95



Undetermined

N/A


8/22/2014



Project Location:

Project:

Project Number:


15347-006-00


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T\D

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R B

LVD

.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)

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

18

18

18

18

18

18

18

18

6

18

16

20

15

17

16

16

S9

S10

S11

S12

S13

S14

S15

S16

Becomes clay with fine sand

Gray sand with silt and trace shells (mediumdense, moist)

With trace gravel

Gray clayey fine sand with trace shells (mediumdense, moist)

Becomes clayey fine sand and dry

Gray clay with fine sand and shell fragments(very stiff, moist)

45

28

39

LL = 45PI = 19

% Fines = 10% Gravel = 1

% Fines = 19



Project Location:

Project:

Project Number:


15347-006-00


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11/7

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T\D

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LVD

.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)

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

18

18

18

18

13

21

32

27

S17

S18

S19

S20

Becomes stiff

Becomes very stiff

Gray sand with clay and shells (medium dense,moist)

34

28

LL = 46PI = 19

% Fines = 6% Gravel = 8



Project Location:

Project:

Project Number:


15347-006-00


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11/7

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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)

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”

Sieve Analysis Results


Figure A-5

SymbolExploration

NumberSample Depth

(feet) Soil ClassificationDB-B-5 8.5 – 10.0 Brown poorly graded silty SAND (SM)

DB-B-6 48.5 – 50.0Gray poorly graded fine to medium SAND with

silt (SP-SM)

DB-B-7 8.5 – 10.0 Brown poorly graded fine SAND (SP)


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”

Sieve Analysis Results


Figure A-6

SymbolExploration

NumberSample Depth

(feet) Soil Classification

DB-B-7 48.5 – 50.0Gray poorly graded fine to medium SAND with

silt (SP-SM)

DB-B-7 63.5 – 65.0 Gray Clayey fine to medium SAND (SC)

DB-B-7 88.5 – 90.0 Gray poorly graded fine to medium SAND with

clay (SP-SC)

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 DescriptionDB-B-5 28.5 – 30.0 24 21 4 Brown silty CLAY (CL-ML)DB-B-5 48.5 – 50.0 47 44 19 Gray CLAY with sand (CL)DB-B-5 73.5 – 75.0 24 20 4 Gray silty CLAY (CL-ML)

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 90 100 110

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


(%)Liquid Limit

(%)Plasticity Index

(%) Soil DescriptionDB-B-6 78.5 – 80.0 42 50 25 Light gray CLAY with sand and shells (CH)DB-B-7 23.5 – 25.0 23 108 74 Gray CLAY with sand (CH)DB-B-7 38.5 – 40.0 45 45 19 Gray CLAY with sand (CL)



Figure A-8

0

10

20

30

40

50

60

70

80

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

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


(%)Liquid Limit

(%)Plasticity Index

(%) Soil DescriptionDB-B-7 78.5 – 80.0 34 46 19 Gray CLAY with sand and shells (CL)



Figure A-9

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 Shingle Creek HDD located in Osceola County, Florida.

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:

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

■ the function of the proposed structure;

■ 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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