Geotechnical Data Report

Geotechnical Data Report Sabal Trail Transmission Hillabee Creek HDD Gulf Interstate Engineering for Gulf Interstate Engineering November 17, 2014 Geotechnical Data Report

Sabal Trail Transmission Hillabee Creek HDD Tallapoosa County, Alabama for Gulf Interstate Engineering

November 17, 2014

3050 South Delaware Avenue Springfield, Missouri 65804 417.831.9700 Geotechnical Data Report Sabal Trail Transmission Hillabee Creek HDD Tallapoosa County, Alabama File No. 15347-006-00

November 17, 2014

Prepared for:

Gulf Interstate Engineering 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.

Table of Contents

1.0 INTRODUCTION ...... 1 2.0 SCOPE ...... 1 3.0 SITE CONDITIONS ...... 2 3.1 Geological Conditions ...... 2 3.1.1 Regional Geologic Setting ...... 2 3.1.2 Site Geology ...... 3 3.2 Subsurface Conditions ...... 3 3.2.1 General ...... 3 3.2.2 Subsurface Description ...... 3 3.2.3 Cerchar Abrasivity Testing ...... 4 3.2.4 Groundwater Conditions ...... 5 3.3 Surface Conditions ...... 6 3.3.1 General ...... 6 3.3.2 Surface Description ...... 6 4.0 LIMITATIONS ...... 6 5.0 REFERENCES ...... 7

LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan and Profile Figure 3. Geologic Map Figures 4 and 5. Site Photographs APPENDICES Appendix A. Field Explorations and Laboratory Testing Figure A-1 – Key to Exploration Logs Figure A-2 – URCS Rock Classification Figures A-3 through A-6 – Logs of Borings Figures A-7 and A-8 – Atterberg Limits Test Results Figure A-9 - Sieve Analysis Results Figures A-10 through A-13 – Rock Core Test Results Figures A-14 through A-42 – Rock Core Photographs Cerchar Abrasivity Test Report Appendix B. Report Limitations and Guidelines for Use

November 17, 2014| Page i File No. 15347-006-00 1.0 INTRODUCTION

GeoEngineers, Inc. (GeoEngineers) is pleased to submit this geotechnical data report for the proposed Sabal Trail Transmission Project (Sabal Trail) Hillabee Creek Horizontal Directional Drill (HDD) at approximate milepost (MP) 1.35 located in Tallapoosa County, Alabama. The location of the site is shown on the Vicinity Map, Figure 1.

The proposed project consists of a new 36-inch-diameter steel pipeline to be installed using the HDD method of construction as part of a new approximately 475-mile long interstate natural gas pipeline project. The design horizontal length of the proposed Hillabee Creek HDD is 2,715 feet, crossing beneath Hillabee Creek. The general layout of the site is shown in the Site Plan and Profile, Figure 2.

We explored subsurface conditions near the proposed HDD site by drilling four geotechnical borings (HC- B-1 through HC-B-4) to depths up to 245 feet below ground surface (bgs) adjacent to the alignment of the proposed HDD. In general, the subsurface conditions encountered in the borings were consistent with published geology for the area. Details of our subsurface exploration program are included in Section 3.2 and the exploration logs are included in Appendix A.

2.0 SCOPE

The purpose of our services was to evaluate the existing surface and subsurface soil and groundwater conditions and to prepare a geotechnical data report. The specific scope of services provided by GeoEngineers included the following:

Task 1 – Conceptual HDD Plan and Profile Drawings 1. Reviewed available project information provided by Gulf Interstate Engineering (GIE) and publicly available geologic maps, subsurface information, ground surface elevation data, aerial photographs and other documentation for the project area. 2. Prepared a conceptual HDD alignment and profile drawing with proposed boring locations based on topographic data from publicly available sources. Task 2 – Site Reconnaissance 1. Performed an engineer site visit to the proposed crossing to observe site access, surface conditions, and potential HDD constructability issues. Task 3 – Geotechnical Exploration and Laboratory Testing 1. Contacted the applicable “One Call” agency to notify them of our intent to perform soil borings at the site and to clear the boring locations of potential underground utilities. 2. Explored subsurface conditions at the site by completing a total of four (4) geotechnical borings to depths between 115 and 245 feet bgs using a hollow-stem auger and NQ-sized rock coring equipment. The explorations were completed using a track-mounted drilling rig. 3. Backfilled the borings full-depth with cement-bentonite grout upon completion. 4. Completed a laboratory testing program on selected samples obtained from the borings to evaluate pertinent engineering properties. The tests included the following:

November 17, 2014| Page 1 File No. 15347-006-00 ■ Standard classification of soils in general accordance with ASTM International (ASTM) D2488. ■ Gradation of soils in general accordance with ASTM D422. ■ Moisture content determination in general accordance with ASTM D2216. ■ Atterberg limits determination in general accordance with ASTM D4318. ■ Unconfined compressive strength of rock core samples in general accordance with ASTM D7012. ■ Cerchar Abrasivity Index (CAI) tests (performed by the Earth Mechanics Institute at the Colorado School of Mines) Cerchar (2001). 5. Prepared logs of the borings including the following: ■ Standard Penetration Test (SPT) values for soils. ■ Rock Quality Designation (RQD) and recovery values for rock core samples. ■ Shear strength properties as applicable. ■ Index and classification properties of soil and rock. 6. Evaluated the potential for geohazards at the proposed crossing site based on the subsurface information gathered from the subsurface explorations.

3.0 SITE CONDITIONS

3.1 Geological Conditions

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

November 17, 2014| Page 2 File No. 15347-006-00 3.1.2 Site Geology Geologic mapping indicates that the Precambrian to Paleozoic Age (4.5 billion to 250 million years ago) Wedowee Group (undifferentiated) will be encountered at the Hillabee Creek HDD Site. The Wedowee Group (undifferentiated) includes the Cragford Phyllite and Cutnose Gneiss geologic units. Cragford Phyllite consists of interbedded fine-grained schist and phyllite. Locally, feldspathic biotite gneiss, calc- silicate rock, and quartzite may also be found within the Cragford Phyllite. Cutnose Gneiss consists of cyclically interbedded fine-grained gneiss and schist, locally with thin interbeds of phyllite and quartzite (Szabo, et. al., 1988), (USGS Mineral Resources).

3.2 Subsurface Conditions

3.2.1 General Subsurface conditions were explored at the site from May 12 through May 21, 2014; June 3 through June 5, 2014; and July 9 through July 15, 2014, by drilling four (4) geotechnical borings (HC-B-1 through HC-B- 4) with a track-mounted drill rig. Borings HC-B-1, HC-B-2, HC-B-3, and HC-B-4 were drilled to depths of 115 feet bgs, 180 feet bgs, 245 feet bgs, and 160 feet bgs, respectively. The borings were drilled near the alignment of the proposed HDD in order to characterize the subsurface conditions for HDD design.

Soil samples were generally obtained from the borings at 5-foot depth intervals using 1.5-inch inside- diameter SPT samplers. Rock core samples were generally continuously cored using NQ-sized rock coring equipment. An engineer from GeoEngineers managed the geotechnical explorations and a technician or staff engineer logged the borings on a full-time basis. The GeoEngineers field staff visually classified and collected the soil and rock samples and documented other pertinent drilling information. Laboratory tests, including moisture content determination, sieve analyses, Atterberg limits, unconfined compressive strength and CAI, were completed on selected samples from the borings. A description of the field exploration and laboratory testing procedures as well as logs of the borings are presented in Appendix A.

3.2.2 Subsurface Description In general, the subsurface conditions encountered in the borings were consistent with published geology for the area, consisting of soft to very stiff low plasticity clay with varying sand content, very stiff to hard low plasticity silt with varying sand content, and dense to very dense fine to coarse sand overlying schist bedrock with mica and quartz seams.

Boring HC-B-1 Drilling operations for boring HC-B-1 were completed on June 5, 2014. Subsurface conditions encountered at this location consisted of approximately 26 feet of soil overburden consisting primarily of soft to hard low plasticity clay with fine sand and fine gravel and hard low plasticity silt with schist fragments. Below approximately 26 feet bgs, bedrock was noted and continuous NQ2 coring techniques were used to advance the boring to the termination depth at approximately 115 feet bgs. The rock encountered consisted of typically fair to good quality schist between depths of 26 to 115 feet bgs. The RQD values in the schist ranged from 28 to 78 percent. The unconfined compressive strength of the rock ranged from 2,290 pounds per square inch (psi) to 4,670 psi.

Boring HC-B-2 Drilling operations for boring HC-B-2 were completed on July 15, 2014. Subsurface conditions encountered at this location consisted of approximately 20 feet of soil overburden consisting primarily of

November 17, 2014| Page 3 File No. 15347-006-00 medium stiff to hard low plasticity clay and hard low plasticity silt. Below approximately 20 feet bgs, bedrock was noted and continuous NQ2 coring techniques were used to advance the boring to the termination depth at approximately 180 feet bgs. The rock encountered generally consisted of approximately 160 feet of fair to excellent quality schist with quartz seams. RQD values ranged from 32 to 100 percent from 20 to 65 feet bgs. RQD values were generally greater than 75 percent below 65 feet bgs with isolated runs of RQD values ranging between 55 and 75 percent. The unconfined compressive strength of the rock ranged from 980 psi to 2,990 psi.

Boring HC-B-3 Drilling operations for boring HC-B-3 were completed on July 12, 2014. Subsurface conditions encountered at this location consisted of approximately 54 feet of soil overburden consisting primarily of hard to very stiff low plasticity silt with fine sand and occasional gravel, overlying highly weathered schist bedrock to a depth of approximately 64 feet bgs. Below approximately 64 feet bgs, intact bedrock was noted and continuous NQ2 coring techniques were used to advance the boring to the termination depth at approximately 245 feet bgs. The rock encountered consisted of approximately 181 feet of typically fair to excellent quality schist with quartz seams. RQD values in this zone ranged from 65 to 95 percent with the exception of two (2) isolated core runs from 65 to 70 feet bgs and from 90 to 95 feet bgs where the RQD values were 18 and 15 percent, respectively. RQD values were generally greater than 90 percent below depths of 95 feet bgs with two (2) isolated runs with RQD values of 88 percent from 95 to 100 and 120 to 125 feet bgs. The unconfined compressive strength of the rock ranged from 3,040 psi to 10,090 psi.

Boring HC-B-4 Drilling operations for boring HC-B-4 were completed on May 21, 2014. Subsurface conditions encountered at this location consisted of approximately 35 feet of soil overburden consisting primarily of medium stiff to very stiff low plasticity clay, dense to very dense fine to coarse sand with mica schist fragments and varying amounts of clay content. Below approximately 35 feet bgs, bedrock was noted and continuous NQ2 coring techniques were used to advance the boring to the termination depth at approximately 160 feet bgs. The rock encountered consisted of approximately 6.5 feet of poor quality schist with quartz overlying excellent quality schist with quartz with RQD values greater than 90 percent. The unconfined compressive strength of the rock ranged from 920 psi to 2,950 psi.

3.2.3 Cerchar Abrasivity Testing CAI tests were performed on rock samples obtained from the borings to evaluate abrasivity of the rock. The abrasiveness scale is determined by the data presented in Table 1 below. The testing results are presented in Table 2 below at their respective sample depths.

November 17, 2014| Page 4 File No. 15347-006-00 TABLE 1. CRITERIA FOR THE CERCHAR ABRASIVENESS INDEX

Classification Average CAI (HRC=55)

Very Low Abrasiveness 0.3 – 0.5 Low Abrasiveness 0.5 – 1.0 Medium Abrasiveness 1.0 – 2.0 High Abrasiveness 2.0 – 4.0 Extreme Abrasiveness 4.0 – 6.0 Quartzitic 6.0 – 7.0

TABLE 2. CERCHAR ABRASIVITY INDEX TEST RESULTS

Boring Number Sample Depth (ft) CAI HC-B-1 26 – 27 1.0 HC-B-2 35 – 40 1.7 HC-B-2 121 1.9 HC-B-3 117 2.7

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

TABLE 3. REFERENCE LIST OF CERCHAR ABRASIVITY INDICES

Rock Name CAI Comment Sandstone 0.3 Fontenelle Limestone 1.13 Midlothian, Texas Dolometic Limestone 1.1 to 1.5 Chicago, Illinois Sandstone 1.3 Navajo Andesite 2.3 Buckskin Tunnel Quartz Diorite 3.2 Norway Red Sandstone 3.6 Kentucky Gneiss 4.1 Atlanta, Georgia Quartz Gneiss 4.3 40% Quartz Gneiss 4.4 18% Quartz Norway Sandstone 4.7 Kentucky Granite 4.8 Atlanta, Georgia Granite Gneiss 5.3 13% Quartz Quartzite 5.9 Norway

November 17, 2014| Page 5 File No. 15347-006-00 3.2.4 Groundwater Conditions At the time of drilling, groundwater was observed in boring HC-B-1 at a depth of 23 feet bgs, but not in the other borings. Due to the drilling techniques used, the groundwater level can be difficult to measure and will fluctuate over time due to seasonal variations in precipitation.

3.3 Surface Conditions

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

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

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

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

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

4.0 LIMITATIONS

We have prepared this report for use by GIE, Sabal Trail Transmission and their authorized agents and other approved members of the design team involved with this project. The report is not intended for use by others, and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The conclusions and recommendations in this report should be applied in their entirety.

Variations in subsurface conditions are possible between the explorations. Subsurface conditions may also vary with time. A contingency for unanticipated conditions should be included in the project budget

November 17, 2014| Page 6 File No. 15347-006-00 and schedule for such an occurrence. We recommend that sufficient monitoring, testing and consultation be provided by GeoEngineers during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and pipeline installation activities comply with contract plans and specifications.

The scope of our services does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures.

Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express, written, or implied, should be understood.

Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, and will serve as the official document of record.

Please refer to Appendix B, titled “Report Limitations and Guidelines for Use,” for additional information pertaining to use of this report.

5.0 REFERENCES

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

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

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

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

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

November 17, 2014| Page 7 File No. 15347-006-00 FIGURES

Clay

UV49

UV63

UV49

Tallapoosa 0 Hillabee Creek HDD 1

2 State Highway 22 HDD 3 4 UV22 5 6 Map Revised:November blaneMap 201418 Proposed Sabal Trail 7 Pipeline Alignment 8 Tallapoosa River HDD 9 UV49 Alexander City

St. Clair Cleburne Carroll Fulton Talladega Coweta Clay Randolph Heard µ G e o r g i a A l a b a m a 1 0 1 2 3 Troup Coosa Tallapoosa Chambers Miles

Harris Elmore Lee SABAL TRAIL TRANSMISSION PROJECT Notes: Macon Muscogee 1. The locations of all features shown are approximate. VICINITY MAP 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. HILLABEE CREEK HDD GeoEngineers, Inc. cannot guarantee the accuracy and content Path: P:\15\15347006\GIS\Vicinity Maps\Hillabee CreekP:\15\15347006\GIS\Vicinity Maps\Hillabee Path: HDD.mxd of electronic files. The master file is stored by GeoEngineers, TALLAPOOSA COUNTY, ALABAMA Inc. and will serve as the official record of this communication. Data Sources: ESRI Data & Maps, Street Maps 2008. Imagery from ESRI Data Online. Figure 1 Projection: NAD 1983, UTM Zone 17 North. Office: SPR Office: ACCESS ROAD (TYP.) SURVEYED ROAD (TYP.) PROPOSED HDD ENTRY POINT N. 12012009.29117 E. 144918.23502 PROPERTY LINE (TYP.) PROPOSED SABAL TRAIL PROPOSED TEMPORARY LAT. N32.99459793 PIPELINE ALIGNMENT

ENTRY WORKSPACE LONG. W85.87685663 PROPOSED TEMPORARY 0

WATERBODY .

1.99 ACRES ODD-SHAPED S4TRC069 2 EXISTING OVERHEAD BOUNDARY 300' P

TEMPORARY 0 EXIT WORKSPACE

0 60 S4TRC068 M POWERLINE (TYP.) 6 0 WORKSPACE (TYP.) PROPOSED 36" HORIZONTAL DIRECTIONAL DRILL - 2715' S4TRC067 0 65 M HDD PROFILE 60' P 75' 10' 191' 1 225' 20' OF COVER .0

P P P P P P P 0 P P P P P P P P P P 0 550 P P P 6 HC-B-1 HC-B-2 HC-B-3 HC-B-4 60' PERMANENT P P P P P P P S1TRC216 P P P 6 P P P P P P P 0 P P P 0 5 5 EASEMENT (TYP.) 0 PROPOSED S1TRC369 65 HDD EXIT POINT 0 HDD PROFILE PROPOSED PRODUCT PIPE N. 12010627.54842 0 20' OF COVER STRINGING AND FABRICATION AREA 5

5 6 0 E. 147255.32979 0 0 0 TO BE WITHIN AND ALONG TEMPORARY S1TRC214 0 0 0 6 7 5 6 H LAT. N32.99110994 IL WORKSPACE (1925' LONG) L LONG. W85.86905081 0 00 A 6 55 6 6 B 0 00 STREAM (TYP.) 0 EE C ADDITIONAL TEMPORARY RE WORKSPACE (TYP.) EK

DATUM: HORIZONTAL: UTM with NAD83 datum, Zone 17, US Foot; Central Meridian 81° W VERTICAL: NAVD 88

PROPOSED HDD EXIT POINT GROUND SURFACE (SURVEY)

13 SAND W/ SILT ORGANICS 10° 20 AND OCCASIONAL GRAVEL 23 42 50/3" SILT W/ SAND AND OCCASIONAL GRAVEL HILLABEE CREEK 68 50/5" 50/5" (WATER LEVEL APPROX.) 50/5" 50/5" SILTY SAND W/ MICA AND WEATHEROCK 7 15 PROPOSED HDD 50/2" FRAGMENTS 8 CLAY W/ ORGANICS 50/2" 26 5 50/3" SCHIST ROCK FRAGMENTS 12° ENTRY POINT CLAY W/ ORGANICS 50 40 50/2" 18/62 7 SILT W/ ROCK FRAGMENTS 42 CLAYEY SAND W/ OCCASIONAL MICA SCHIST FRAGMENTS 95/100 27 CLAY W/ ROCK FRAGMENTS 50/4" 82/100 50/5" 50/3" SAND W/ CLAY AND SCHIST FRAGMENTS 67/100 65/100 100/100 0/47 35/75 3 78/100 100/100 95/100 4 15/100 50/4" CLAY 100/100 90/100 88/100 50/4" 70/100 100/100 100/100 50/6" 100/100 100/100 SILT W/ SCHIST FRAGMENTS 100/100 50/2" 100/100 100/100 78/90 92/100 88/100 100/100 78/88 100/100 32/100 100/100 41/100 88/100 75/100 95/100 56/100 100/100 92/100 95/100 66/100 142' 100/100 83/100 100/100 81/100 100/100 55/100 100/100 28/100 PC1 93/100 88/100 MICA SCHIST W/ QUARTZ 100/100 51/100 100/100 51/97 95/100 100/100 100/100 100/100 100/100 S CHIS T W/ INTERBE DDED MICA 63/100 58' SCHIST 100/100 100/100 100/100 73/100 SCHIST W/ QUARTZ SEAMS 100/100 100/100 100/100 71/100 PT2 100/100 100/100 100/100 78/100 100/100 100/100 100/100 73/100 100/100 100/100 100/100 85/100 100/100 100/100 95/100 75/100 100/100 70/92 100/100 100/100 100/100 100/100 100/100 69/100 100/100 100/100 100/100 100/100 100/100 4000' R 4000' R 100/100 HC-B-1 100/100 100/100 HC-B-4 83/100 65/100 100/100 98/100 98/100 PT1 PC2 100/100 100/100 100/100 100/100 100/100 100/100 PROPOSED 36" HDD PROFILE 100/100 HC-B-2 HC-B-3

DISCLAIMER: FOR FERC FINAL SUBMITTAL. THIS DRAWING IS NOT INTENDED FOR CONSTRUCTION. LEGEND: Notes: 1. The locations of all features shown are approximate. SPT (N) TYPE OF SOIL 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. DRAWN BY: DATE: GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, CHECKED BY: DATE: SABAL TRAIL TRANSMISSION TYPE OF ROCK RQD/%REC Inc. and will serve as the official record of this communication. SCALE: W.O.: PROPOSED 36" PIPELINE 3. Refer to the boring logs in the accompanying report for more detailed soil descriptions. SITE PLAN AND PROFILE 4. The utilities shown on the drawing are based on survey data provided by Gulf Interstate Engineering. GeoEngineers, Inc. has ISSUED FOR PERMITTING Boring Location HILLABEE CREEK HDD not verified the field location of the existing utilities. Major Contour - 50' Interval DRAWING SHEET NO. REV. Reference: Ground surface survey, survey data and aerial photo provided by Gulf Interstate Engineering. Minor Contour - 10' Interval NUMBER: REV. DESCRIPTION DATE H

weh a m l weh e t M i ll R dAL -4 9 k 79 e re wec 49 C e MP 0 e weh b AL-22 la il Hillabee Creek HDD weh H 22 MP 1 em AL-49 weh Josie Leg Creek zg MP 2 49

weh A MP 4 L -

4 22 MP 3 k

9 e MP 5 e

egn r

C r

we em e MP 6 v 2 i 49 drm -2 AL R weh 2 E a ay 2 zg Tallapoos hw ig H weh MP 7 9 4 - Map Revised: 18 November 2014 ccabrera 2014 November 18 Revised: Map 2 Timbergut Creek L 2 - A L A Tallapoosa Tallapoosa MP 8 jg

AL-22 kgn Tallapoosa River 22 zg MP 9 em 49 H o r s dws e MP 10 weh sh oe B e

n em d MP 11

21 d zg 57 drm MP 12 em Sessions

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49 MP 14 dmum em zg zg d d R 49 or 44 onc MP 15 zg C Dudl 44 eyville Rd AL-49 Rd da r d AL-38 AL-38 AL co 280 -38 zg Con da dmum

Data Source: Surface faults from Alabama State GeoSpatial Data site, Sabal Trail Mileposts Alabama Geology drm: Rock Mills Granite Gneiss kgn: Kowaliga Gneiss http://gsa.state.al.us/gsa/geologichazards/AL_GIS_Data.htm. Geologic Map Water Base map from ArcGIS Online. ESRI Maps. Sabal Trail Alignment dws: Waresville Schist we: Wedowee Group undifferentiated Hydrology from USGS National Map. Sabal Trail Transmission Project da: Agricola Schist Notes: Proposed HDD Location egn: Elkahatchee Quartz Diorite Gneiss wec: Cornhouse Schist 1. The locations of all features shown are approximate. Surface Faults dch: Camp Hill Granite Gneiss Hillabee Creek HDD 2. This drawing is for information purposes. It is intended em: Emuckfaw Group undifferentiated in part weh: Hackneyville Schist Fault Type Tallapoosa County, Alabama Path: P:\15\15347006_GIS\GIS\00\MXD\1534700600_HillabeeCreekHDD.mxd Path: to assist in showing features discussed in an attached document. dmum: Mafic and ultramafic rock GeoEngineers, Inc. cannot guarantee the accuracy and content jg: Jacksons Gap Group zg: Zana Granite Fault (sense of movement unknown) of electronic files. The master file is stored by GeoEngineers, Inc. drc: Ropes Creek Amphibolite and will serve as the official record of this communication. 1 0 1 Thrust Fault Figure 3 Projection: NAD 1983 UTM Zone 16N Miles Office:PORT Looking Southeastward along the HDD Alignment from the Entry Workspace

Looking Southeastward along Hillabee Creek and Alabama Power Company’s Right-of-Way

Hillabee Creek HDD Site Photographs

FIGURE 4 Looking Northwestward along the HDD Alignment from the Exit Workspace

Looking Southeastward at the Stringing Area from the Exit Workspace

Hillabee Creek HDD Site Photographs

FIGURE 5 APPENDICES APPENDIX A Field Explorations and Laboratory Testing

APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING

Field Explorations Subsurface conditions were explored at the site from May 12 through May 21, 2014; June 3 through June 5, 2014; and July 9 through July 15, 2014, by drilling four (4) geotechnical borings (HC-B-1 through HC-B- 4) using a track-mounted drilling rig. The borings were drilled to depths up to 245 feet below ground surface (bgs). The borings were drilled adjacent to the alignment of the proposed Horizontal Directional Drill, (HDD) in order to characterize the subsurface conditions for HDD design.

The drilling operations were monitored by a GeoEngineers technician or engineer who examined and classified the soils and rock encountered, obtained representative samples, observed groundwater conditions where possible and prepared a detailed log of each exploration. The soil units encountered were classified visually in general accordance with ASTM International (ASTM) D2488, which is described in Figure A-1. The rock units encountered we classified visually in general accordance with the Unified Rock Classification System (URCS) described in Figure A-2. The approximate locations of the explorations are shown in the Site Plan, Figure 2.

In general, soil samples were obtained from the borings at 5-foot intervals using a 1.5-inch inside diameter split spoon standard penetration test (SPT) sampler. The SPT sampler was driven 18 inches, using a 140-pound hammer with a 30-inch drop. The number of hammer blows required to drive the sampler over three 6-inch intervals was recorded on field logs. The blows per foot representing the sum of the last two 6-inch increments are shown in the boring logs. Rock samples were recovered using NQ- sized rock coring equipment. Each boring was backfilled with Portland cement/bentonite grout.

The SPT samples recovered at each interval were evaluated based on correlations with lab and field observations in general accordance with the values outlined in Table A-1 below.

TABLE A-1 CORRELATION BETWEEN BLOW COUNTS 1

Cohesive Soils (Clay/Silt) Parameter Very Soft Soft Medium Stiff Very Stiff Hard

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

Cohesionless Soils (Gravel/Sand/Silty Sand) 2 Parameter Very Loose Loose Medium Dense Dense Very Dense

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

Notes: 1 After Terzaghi, K and Peck, R.B., “Soil Mechanics in Engineering Practice,” John Wiley & Sons, Inc., 1962. 2 Classification applies to soils containing additional constituents; that is, organic clay, silty or clayey sand, etc.

The rock quality designation (RQD) of the rock core samples recovered from each core run was evaluated and is presented on the exploration logs in Figures A-3 through A-6. The rock quality descriptions are correlated to RQD (%) as outlined in Table A-2, below.

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

TABLE A-2 ROCK QUALITY DESIGNATION

RQD (%) Rock Quality Description 0-25 Very Poor 25-50 Poor 50-75 Fair 75-90 Good 90-100 Excellent

The exploration logs are presented in Figures A-3 through A-6. The logs are based on our interpretation of the field data and indicate the various types of soil and rock encountered. They also indicate the approximate depths at which the subsurface conditions change although the change may be more gradual than depicted on the logs.

Laboratory Testing

General Soil and rock samples obtained from the explorations were transported to our Baton Rouge, Louisiana office and examined to confirm or modify field classifications. Representative samples were selected for laboratory testing consisting of moisture content determinations, Atterberg limit tests, sieve analyses, Cerchar abrasivity testing and unconfined compression tests. The laboratory testing procedures are discussed in more detail below.

Moisture Content Testing Moisture content tests were completed for representative samples obtained from the explorations in general accordance with ASTM D2216. The results of these tests are presented on the exploration logs in Figures A-3 through A-6 at the depths at which the samples were obtained.

Atterberg Limits Testing Atterberg limits were performed on select fine grained soil samples in general accordance with ASTM D4318. The tests were used to classify the soil as well as to evaluate its properties. The results of the Atterberg limits testing are shown in Figures A-7 and A-8.

Sieve Analyses Sieve analyses were performed on selected coarse-grained samples in general accordance with ASTM D422. The results of the sieve analyses were plotted and classified in general accordance with the Unified Soil Classification System (USCS) and are presented in Figure A-9. The percentage passing the U.S. No. 200 sieve is shown on the boring logs at the respective sample depths.

Unconfined Compression Testing Unconfined compression (UC) tests were performed on rock core samples obtained from the borings. The results were used to evaluate shear strength characteristics and were completed in general accordance with the ASTM D7012 test procedure and are presented in Figures A-10 through A-13. The results of the testing are presented on the boring logs at their respective sample depths.

November 17, 2014| Page A-2 File No. 15347-006-00 Cerchar Abrasivity Index Testing Cerchar Abrasivity Index tests were performed on rock samples obtained from the borings. The tests were used to evaluate the abrasivity of the rock, and were completed in general accordance with ASTM D7625. The results of the testing as well as reference values are presented in the boring logs and Section 3.2.3.

November 17, 2014| Page A-3 File No. 15347-006-00

SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS

SYMBOLS TYPICAL SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL - CLEAN GW SAND MIXTURES CC Cement Concrete GRAVEL GRAVELS AND GRAVELLY (LITTLE OR NO FINES) POORLY-GRADED GRAVELS, GP GRAVEL - SAND MIXTURES SOILS AC Asphalt Concrete

COARSE GRAVELS WITH SILTY GRAVELS, GRAVEL - SAND - GRAINED MORE THAN 50% GM SILT MIXTURES Crushed Rock/ OF COARSE FINES CR SOILS FRACTION Quarry Spalls RETAINED ON NO. (APPRECIABLE AMOUNT 4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND - OF FINES) GC CLAY MIXTURES Topsoil/ TS Forest Duff/Sod WELL-GRADED SANDS, GRAVELLY CLEAN SANDS SW SANDS MORE THAN 50% SAND RETAINED ON NO. AND (LITTLE OR NO FINES) 200 SIEVE POORLY-GRADED SANDS, SANDY SP GRAVELLY SAND SOILS Measured groundwater level in exploration, well, or piezometer MORE THAN 50% SANDS WITH SM SILTY SANDS, SAND - SILT OF COARSE MIXTURES Groundwater observed at time of FRACTION FINES PASSING NO. 4 exploration SIEVE (APPRECIABLE AMOUNT SC CLAYEY SANDS, SAND - CLAY OF FINES) MIXTURES Perched water observed at time of exploration INORGANIC SILTS, ROCK FLOUR, ML CLAYEY SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO SILTS MEDIUM PLASTICITY, GRAVELLY AND LIQUID LIMIT CL CLAYS, SANDY CLAYS, SILTY CLAYS, FINE LESS THAN 50 LEAN CLAYS Graphic Log Contact GRAINED CLAYS SOILS ORGANIC SILTS AND ORGANIC Distinct contact between soil strata or OL SILTY CLAYS OF LOW PLASTICITY geologic units Approximate location of soil strata MORE THAN 50% INORGANIC SILTS, MICACEOUS OR PASSING NO. 200 MH DIATOMACEOUS SILTY SOILS change within a geologic soil unit SIEVE SILTS LIQUID LIMIT INORGANIC CLAYS OF HIGH Material Description Contact AND GREATER THAN 50 CH PLASTICITY CLAYS Distinct contact between soil strata or ORGANIC CLAYS AND SILTS OF geologic units OH MEDIUM TO HIGH PLASTICITY Approximate location of soil strata

PEAT, HUMUS, SWAMP SOILS WITH change within a geologic soil unit HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS

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

Sampler Symbol Descriptions

Standard Penetration Test (SPT) Laboratory / Field Tests %F Percent fines Shelby tube AL Atterberg limits CA Chemical analysis Piston CP Laboratory compaction test CS Consolidation test Direct-Push DS Direct shear HA Hydrometer analysis Bulk or grab MC Moisture content MD Moisture content and dry density OC Organic content PM Permeability or hydraulic conductivity Blowcount is recorded for driven samplers as the number PP Pocket penetrometer of blows required to advance sampler 12 inches (or SA Sieve analysis distance noted). See exploration log for hammer weight TX Triaxial compression and drop. UC Unconfined compression VS Vane shear

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 be representative of subsurface conditions at other locations or times.

KEY TO EXPLORATION LOGS

FIGURE A-1 UNIFIED ROCK CLASSIFICATION SYSTEM (URCS)* BASIC ELEMENTS

DEGREE OF WEATHERING WEATHERED ALTERED REPRESENTATIVE SAND SIZE GRAVEL SIZE VISUALLY MICRO FRESH COMPLETELY PARTLY STAINED FRESH STATE DECOMPOSED DECOMPOSED STATE STATE (HAND LENSE) STATE STATE (STS) (VFS) (MFS) (CDS) (PDS) E D C B A

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

ESTIMATED STRENGTH REMOLDING REACTION TO IMPACT OF 1 LB. BALLPEEN HAMMER

“MOLDABLE” “CRATERS” “DENTS” “PITS” “REBOUNDS” (FRIABLE) (SHEARS) (COMPRESSIVE) (TENSIONAL) (ELASTIC) (MBL) (CQ) (DQ) (PQ) (RQ)

E D C B A 3,000 to 15,000 <1,000 PSI 1,000 to 3,000 PSI 3,000 to 8,000 PSI >15,000 PSI PSI (<7 MPa) (7 to 21 Ma) (21 to 55 MPa) (>103 MPa) (55 to 103 MPA)

DISCONTINUITIES TRANSMITS WATER

YES NO YES NO 3-DIMENSIONAL 2-DIMENSIONAL LATENT SOLID- SOLID- PLANES OF PLANES OF PLANES OF PREFERRED RANDOM SEPARATION SEPARATION SEPARATION BREAKAGE BREAKAGE (3D) (2D) (LPS) (SPB) (SRB)

E D C B A INTERLOCK ATTITUDE

UNIT WEIGHT

LESS THAN 130 TO 140 140 TO 150 150 TO 160 GREATER THAN 130 LBS/CU FT LBS/CU FT LBS/CU FT LBS/CU FT 160 LBS/CU FT (2.10 Mg/CU M) (2.10 TO 2.25 (2.25 TO 2.40 (2.40 TO 2.55 (2.55 Mg/CU M) (<130) Mg/CU M) Mg/CU M) Mg/CU M) (>160) (130) (140) (150)

E D C B A

DESIGN NOTATION WEATHERING STRENGTH DISCONTINUITY WEIGHT A-E A-E A-E A-E

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

ROCK CLASSIFICATION SYSTEM

FIGURE A-2 Start End Total Logged By CJW Drilling 115 Driller S&ME, Inc. HSA/NQ2 Drilled 6/3/2014 6/5/2014 Depth (ft) Checked By JET Method Hammer Drilling Surface Elevation (ft) 548 Automatic Diedrich D-50 Track Mounted Vertical Datum Data 140 (lbs) / 30 (in) Drop Equipment 32º 59' 40.04160" N Latitude System Geographic Groundwater Longitude Datum Depth to 85º 52' 36.60600" W Date Measured Water (ft) Elevation (ft) Notes: Upon completion, borehole backfilled full-depth with cement-bentonite grout. N/A

FIELD DATA

MATERIAL REMARKS DESCRIPTION Elevation (feet) Elevation (feet) Depth Interval (in) Recovered Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Level Water Log Graphic Group Classification Moisture Content, % Dry Density, (pcf) 0 15 3 S1 CL Dark brown and black clay (soft, moist)

545 18 4 S2 Becomes brownish red, with fine sand and trace schist fragments, and medium stiff 5

540 16 50/4" S3 Becomes with fine gravel and hard

535 LL = 35 S4 23 15 50/4" Becomes brown and gray clay PI = 14

530 12 50/6" S5 ML Brown and gray silt with schist fragments (hard, moist) 20

525 Water noted during drilling at 23' bgs 2 50/2" S6 Becomes gray and wet

54 78 R1 Schist Light to dark gray schist with interbedded mica, laminated, visually fresh state, rebound quality, slightly fractured, 30º fracturing UC = 2,850 psi 520 Mohs = 6 - 7 CAI = 1.0

53 78 R2 Becomes with interbedded quartz, 50-60º slight fracturing

515

Log of Boring HC-B-1

60 41 R3 Schist Becomes high angle and moderately fractured

510

60 56 R4 Becomes gray with white interbedded quartz, slight low angle fracturing

505 UC = 4,670 psi Mohs = 7

60 66 R5

500

60 81 R6 Becomes very slightly fractured

495

60 28 R7 Becomes slightly fractured with trace mica flakes

490

UC = 2,290 psi 60 Mohs = 6 - 7

60 51 R8 Becomes with interbedded quartz and mica, low to 30º fracturing

485

58 51 R9

480

R10 60 63 UC = 2,300 psi Mohs = 6 - 7

475

60 73 R11

Log of Boring HC-B-1 (continued)

470 Schist

60 71 R12 Becomes with gneiss interbedding, 45º fracturing

465

60 78 R13

460

90 UC = 2,740 psi Mohs = 6 - 7 60 73 R14

455

60 85 R15 Becomes with interbedded quartz and gneiss

450

100

48 75 R16 Becomes visually fresh state, slight 30° fracturing

445

105 R17 UC = 2,470 psi 55 70 Mohs = 6 - 7

440

110 60 69 R18 Becomes with interbedded quartz, gneiss, and mica

435

115

Log of Boring HC-B-1 (continued)

Project: Sabal Trail Transmission - Hillabee Creek Project Location:Tallapoosa County, Alabama Figure A-3 Springfield: Date:11/4/14 Path:P:\15\15347006\00\GINT\HILLABEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK CREEK.GPJ Path:P:\15\15347006\00\GINT\HILLABEE Date:11/4/14 Springfield: Project Number: 15347-006-00 Sheet 3 of 3 Start End Total Logged By NWH Drilling 180 Driller S&ME, Inc. HSA/NQ2 Drilled 7/13/2014 7/15/2014 Depth (ft) Checked By DJJ Method Hammer Drilling Surface Elevation (ft) 573 Automatic Diedrich D-50 Track Mounted Vertical Datum Data 140 (lbs) / 30 (in) Drop Equipment 32º 59' 35.17800" N Latitude System Geographic Groundwater Longitude Datum Depth to 85º 52' 25.80600" W Date Measured Water (ft) Elevation (ft) Notes: Upon completion, borehole backfilled full-depth with cement-bentonite grout. N/A

FIELD DATA

570 18 40 S2 ML Brownish red silt with rock fragments (hard, dry)

5 Rough drilling

565 9 7 S3 CL Brownish red clay with rock fragments (medium stiff, moist) 10

560 PI = 9 S4 19 10 27 Becomes with weathered rock fragments and LL = 31 very stiff 15

555 4 50/5" S5 Becomes hard

20 54 67 R1 Schist Gray schist with quartz seams, stained state to visually fresh state, dent quality, and 3D discontinuities

550 UC = 2,990 psi Mohs = 2 - 3

60 100 R2 25 Becomes gray schist with quartz interbeds, rebound quality, and solid random breakage

545 UC = 1,860 psi Mohs = 3

60 100 R3 30

540

60 100 R4 35

Log of Boring HC-B-2

CAI = 1.7 535

60 70 R5 40 Becomes stained state to visually fresh state, and 3D discontinuitites

530

60 100 R6 45 Becomes gray schist, visually fresh state, rebound quality, and solid random breakage

525

60 100 R7 50

520

UC = 1,870 psi Mohs = 2 - 3 60 88 R8 55

515

60 32 R9 60 Becomes pit quality, 3D discontinuities

510

60 75 R10 65 Becomes rebound quality

505

UC = 1,850 psi 60 92 R11 70 Becomes with 2D discontinuities Mohs = 3

500

60 83 R12 75

Log of Boring HC-B-2 (continued)

495

60 55 R13 80 Becomes gray schist with quartz interbeds, and 3D discontinuities

490 UC = 980 psi Mohs = 3 60 88 R14 85 Becomes gray schist, 2D discontinuities

485

60 95 R15 90

480

60 100 R16 95

475

60 100 R17 100 Becomes gray schist with quartz seams, solid random breakage

UC = 2,640 psi Mohs = 2 470

60 100 R18 105 Becomes gray schist

UC = 2,580 psi 465 Mohs = 3

60 100 R19 110

460

60 100 R20 115

UC = 1,920 psi Mohs = 3 - 4 455

Log of Boring HC-B-2 (continued)

60 100 R21 120 CAI = 1.9

450

60 100 R22 125

445

60 100 R23 130

440

60 100 R24 135

435

60 100 R25 140

430

60 100 R26 145 UC = 2,260 psi Mohs = 3

425

60 100 R27 150

420

60 83 R28 155

415

60 65 R29 160 Becomes with 3D discontinuities

Log of Boring HC-B-2 (continued)

410 UC = 2,960 psi Mohs = 2 - 3

60 98 R30 165 Becomes gray schist with quartz seams and 2D discontinuities

405

60 100 R31 170

400

60 100 R32 175

395

5 100 R33 180

Log of Boring HC-B-2 (continued)

Project: Sabal Trail Transmission - Hillabee Creek Project Location:Tallapoosa County, Alabama Figure A-4 Springfield: Date:11/4/14 Path:P:\15\15347006\00\GINT\HILLABEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK CREEK.GPJ Path:P:\15\15347006\00\GINT\HILLABEE Date:11/4/14 Springfield: Project Number: 15347-006-00 Sheet 5 of 5 Start End Total Logged By NWH Drilling 245 Driller S&ME, Inc. HSA/NQ2 Drilled 7/9/2014 7/12/2014 Depth (ft) Checked By JET Method Hammer Drilling Surface Elevation (ft) 632 Automatic Diedrich D-50 Track Mounted Vertical Datum Data 140 (lbs) / 30 (in) Drop Equipment 32° 59' 30.04080" N Latitude System Geographic Groundwater Longitude Datum Depth to 85° 52' 13.77120" W Date Measured Water (ft) Elevation (ft) Notes: Upon completion, borehole backfilled full-depth with cement-bentonite grout. N/A

FIELD DATA

630

14 20 S2 ML Reddish brown silt with fine sand and occasional gravel (very stiff, dry) 5

625

15 23 S3 Becomes with mica

620

16 42 S4 Becomes hard

615

8 50/3" S5 Becomes with weathered rock fragments

610

18 68 S6

605

5 50/5" S7 Becomes reddish brown silt with fine sand, mica, and weathered rock fragments 30

600

PI = 4 S8 9 5 50/5" LL = 32 35

595

8 50/5" S9 SM Reddish brown silty fine to coarse sand with mica and weathered rock fragments (very dense, 40

Log of Boring HC-B-3

590

11 50/5" S10 Becomes reddish brown silty fine to coarse sand 8 % Fines = 22

585

7 50/2" S11

580

7 50/2" S12 Schist Gray weathered schist rock fragments

575

3 50/3" S13

570

0 50/2" S14 No recovery HSA refusal

65 37 18 R1 Gray schist, partially decomposed state to visually fresh state, pit quality, 3D discontinuities 565

70 60 95 R2 Becomes visually fresh state, rebound quality, and solid random breakage UC = 4,320 psi 560 Mohs = 3

75 60 82 R3 Becomes with quartz seams, stained state to visually fresh state, and 3D discontinuities

555

80 60 65 R4 Becomes gray schist, stained state to visually fresh state, rebound quality, 2D discontinuities 550

85 60 78 R5 Becomes visually fresh state, 3D discontinuities, and with 45º fractures with water stains UC = 4,250 psi Mohs = 3 - 4 545

Log of Boring HC-B-3 (continued)

90 60 15 R6 Becomes stained state to visually fresh state, with 45º to 60º fractures, horizontal fractures, and water stains 540

95 60 88 R7

535

100 60 100 R8 Becomes with quartz seams, visually fresh state, rebound quality, and solid random breakage

530

UC = 3,040 psi Mohs = 3 - 4 105 60 100 R9 Becomes gray schist, visually fresh state, rebound quality, solid random breakage

525

110 60 92 R10 Becomes pit quality

520

115 60 100 R11

515 UC = 3,710 psi Mohs = 3 CAI = 2.7

120 60 88 R12

510

125 60 100 R13

505

130 60 100 R14

500

UC = 3,060 psi Mohs = 3 135 R15

Log of Boring HC-B-3 (continued)

MATERIAL REMARKS DESCRIPTION Elevation (feet) Elevation (feet) Depth Interval (in) Recovered Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Level Water Log Graphic Group Classification Moisture Content, % Dry Density, (pcf) 60 100 Gray schist, visually fresh state, rebound quality, and solid random breakage 495

140 60 93 R16 Becomes dent quality

490

145 60 100 R17

485

150 R18 UC = 4,260 psi 60 100 Becomes rebound quality Mohs = 4

480

155 60 100 R19

475

160 60 100 R20

470 UC = 3,040 psi Mohs = 2 - 3

165 60 100 R21 Becomes with quartz

465

170 60 100 R22 Becomes gray schist

460

175 60 100 R23 Becomes with quartz interbeds

455

UC = 4,640 psi Mohs = 2 - 3 180 60 100 R24 Becomes gray schist

450

Log of Boring HC-B-3 (continued)

185 60 100 R25 Gray schist with quartz interbeds, visually fresh state, rebound quality, solid random breakage

445

190 60 100 R26

UC = 3,110 psi 440 Mohs = 3

195 60 100 R27 Becomes gray schist

435

200 60 100 R28

430

205 R29 UC = 3,230 psi 60 100 Mohs = 3 - 4

425

210 60 100 R30

420

215 60 100 R31

415

220 60 98 R32 UC = 10,090 psi 410 Mohs = 3

225 60 100 R33

405

230 60 100 R34

Log of Boring HC-B-3 (continued)

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

235 60 100 R35 Becomes pit quality

395

240 60 100 R36 Becomes rebound quality UC = 4,970 psi 390 Mohs = 3 - 4

245

Log of Boring HC-B-3 (continued)

Project: Sabal Trail Transmission - Hillabee Creek Project Location:Tallapoosa County, Alabama Figure A-5 Springfield: Date:11/4/14 Path:P:\15\15347006\00\GINT\HILLABEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK CREEK.GPJ Path:P:\15\15347006\00\GINT\HILLABEE Date:11/4/14 Springfield: Project Number: 15347-006-00 Sheet 6 of 6 Start End Total Logged By ZT Drilling 160 Driller S&ME, Inc. HSA/NQ2 Drilled 5/12/2014 5/21/2014 Depth (ft) Checked By JET Method Hammer Drilling Surface Elevation (ft) 589 Automatic Diedrich D-50 Track Mounted Vertical Datum Data 140 (lbs) / 30 (in) Drop Equipment 32º 59' 27.40560" N Latitude System Geographic Groundwater Longitude Datum Depth to 85º 52' 08.06160" W Date Measured Water (ft) Elevation (ft) Notes: Upon completion, borehole backfilled full-depth with cement-bentonite grout. N/A

FIELD DATA

S2 585 3 15 Becomes tan and stiff

S3 580 0 8 No recovery

LL = 36 7.5 26 S4 16 575 Becomes red clay with mica flakes, mica schist PI = 14 fragments, and organics (very stiff, moist) 15

% Fines = 26 22 50 S5 SC 16 570 Red clayey fine to coarse sand with occasional % Gravel = 8 mica schist fragments (very dense, moist) 20

S6 565 24 42 Becomes dense

% Fines = 9 4 50/4" S7 SW-SC 4 560 Gray fine to coarse sand with clay and schist % Gravel = 16 fragments (very dense, dry) 30

S8 555 4 50/3" Becomes red and brown

Log of Boring HC-B-4

Project: Sabal Trail Transmission - Hillabee Creek Project Location:Tallapoosa County, Alabama Figure A-6 Springfield: Date:11/4/14 Path:P:\15\15347006\00\GINT\HILLABEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK CREEK.GPJ Path:P:\15\15347006\00\GINT\HILLABEE Date:11/4/14 Springfield: Project Number: 15347-006-00 Sheet 1 of 4 FIELD DATA

MATERIAL REMARKS DESCRIPTION Elevation (feet) Elevation (feet) Depth Interval (in) Recovered Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Level Water Log Graphic Group Classification Moisture Content, % Dry Density, (pcf) 35 28 0 R1 Schist Gray schist with quartz, partially decomposed Auger refusal at 35' bgs state, pit quality

550

40 45 35 R2

Becomes visually fresh state

545

45 R3 UC = 1,610 psi 60 95 Becomes rebound quality Mohs = 6 - 7

540

50 60 90 R4

535

55 60 100 R5

UC = 1,390 psi Mohs = 6 - 7

530

60 60 100 R6

525

65 60 100 R7

520

70 60 100 R8

UC = 2,180 psi Mohs = 6 - 7 515

75 60 100 R9

Log of Boring HC-B-4 (continued)

510

80 60 95 R10 Gray mica schist with quartz seams, visually fresh state, and rebound quality

505

85 60 95 R11

UC = 2,290 psi Mohs = 6

500

90 60 100 R12

495

95 60 100 R13

490

100 60 100 R14 UC = 2,100 psi Mohs = 6 - 7

485

105 60 100 R15

480

110 60 100 R16

475

115 R17 UC = 2,950 psi 60 100 Mohs = 6 - 7

Log of Boring HC-B-4 (continued)

470

120 60 100 R18 Gray mica schist with quartz seams, visually fresh state, and rebound quality

465

125 60 100 R19

460

130 60 100 R20 UC = 920 psi Mohs = 6 - 7

455

135 60 100 R21

450

140 60 95 R22

UC = 2,740 psi Mohs = 6 445

145 60 100 R23

440

150 60 100 R24

435

155 60 100 R25

430

160

Log of Boring HC-B-4 (continued)

60 CH or OH 50

30 OH and MH Plasticity Index

20 CL or OL

10 CL-ML ML or OL 0 0 102030405060708090100 Liquid Limit

Exploration Sample Depth Moisture Content Liquid Limit Plasticity Index Symbol Number (feet) (%) (%) (%) Soil Description HC-B-1 13.5 – 15.0 23 35 14 Brown and gray CLAY (CL) HC-B-2 33.5 – 35.0 19 31 9 Brownish red CLAY (CL)

Atterberg Limits Test Results

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

Figure A-7 PLASTICITY CHART 80

60 CH or OH 50

30 OH and MH Plasticity Index

20 CL or OL

10 CL-ML ML or OL 0 0 102030405060708090100 Liquid Limit

Exploration Sample Depth Moisture Content Liquid Limit Plasticity Index Symbol Number (feet) (%) (%) (%) Soil Description HC-B-3 33.5 – 35.0 9 32 4 Reddish brown SILT (ML) HC-B-4 13.5 – 15.0 16 36 14 Red CLAY (CL)

Atterberg Limits Test Results

Figure A-8 U.S. STANDARD SIEVE SIZE

3” 1.5”3/4” 3/8” #4 #10 #20#40 #60 #100 #200 100

30 PERCENT PASSING BY WEIGHT . WEIGHT BY PASSING PERCENT 20

0 1000 100 10 1 0.1 0.01 0.001

GRAIN SIZE IN MILLIMETERS

GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE

Exploration Sample Depth Symbol Number (feet) Soil Classification Sieve Analysis Results HC-B-3 43.5 – 45.0 Silty fine to coarse SAND (SM) Clayey fine to coarse SAND with occasional HC-B-4 18.5 – 20.0 Hillabee Creek HDD mica schist fragments (SC) Tallapoosa County, Alabama Fine to coarse SAND with clay and mica HC-B-4 28.5 – 30.0 schist fragments (SW-SC) Figure A-9

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

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

HC-B-1 43.5 – 44.0 56 Fair 7 4,670

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

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

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

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

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

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

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

Rock Core Test Results

Hillabee Creek HDD Tallapoosa County, Alabama

Figure A-10 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. UNCONFINED COMPRESSIVE BORING DEPTH (FEET) RQD (%) ROCK QUALITY MOHS' HARDNESS STRENGTH (PSI)

HC-B-2 69.5 – 70.0 75 Good 3 1,850

HC-B-2 83.5 – 84.0 55 Fair 3 980

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

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

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

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

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

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

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

Rock Core Test Results

Hillabee Creek HDD Tallapoosa County, Alabama

Figure A-11 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. UNCONFINED COMPRESSIVE BORING DEPTH (FEET) RQD (%) ROCK QUALITY MOHS' HARDNESS STRENGTH (PSI)

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

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

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

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

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

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

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

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

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

Rock Core Test Results

Hillabee Creek HDD Tallapoosa County, Alabama

Figure A-12 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. UNCONFINED COMPRESSIVE BORING DEPTH (FEET) RQD (%) ROCK QUALITY MOHS' HARDNESS STRENGTH (PSI)

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

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

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

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

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

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

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

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

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

Rock Core Test Results

Hillabee Creek HDD Tallapoosa County, Alabama

Figure A-13 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. HC-B-1: 26.0’ to 36.0’