Geotechnical Data Report

Transcription

1 Geotechnical Data Report Sabal Trail Transmission Hannahatchee Creek HDD Stewart County, Georgia for Gulf Interstate Engineering November 17, 2014

2 Geotechnical Data Report Sabal Trail Transmission Hannahatchee Creek HDD Stewart County, Georgia for Gulf Interstate Engineering November 17, South Delaware Avenue Springfield, Missouri

3 Geotechnical Data Report Sabal Trail Transmission Hannahatchee Creek HDD Stewart County, Georgia File No November 17, 2014 Prepared for: Gulf Interstate Engineering Barkers Point Lane, Suite 600 Houston, Texas Attention: Denys Stavnychyi, Project Engineer Prepared by: GeoEngineers, Inc South Delaware Avenue Springfield, Missouri 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 ( , 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.

4 Table of Contents 1.0 INTRODUCTION SCOPE SITE CONDITIONS Geological Conditions Regional Geologic Setting Site Geology Subsurface Conditions General Subsurface Description Groundwater Conditions Surface Conditions General Surface Description LIMITATIONS REFERENCES... 5 LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan and Profile Figure 3. Geologic Map Figures 4 and 5. Site Photographs APPENDICES Appendix A. Field Explorations and Lab Testing Figure A-1 Key to Exploration Logs Figures A-2 through A-4 Logs of Borings Figures A-5 through A-9 - Sieve Analysis Results Figures A-10 and A-11 Atterberg Limits Test Results Appendix B. Report Limitations and Guidelines for Use November 17, 2014 Page i File No

5 1.0 INTRODUCTION GeoEngineers, Inc. (GeoEngineers) is pleased to submit this geotechnical data report for the proposed Sabal Trail Transmission Project (Sabal Trail) Hannahatchee Creek Horizontal Directional Drill (HDD) at approximate milepost (MP) 91.5 located in Stewart County, Georgia. The location of the site is shown on the Vicinity Map Figure 1. The proposed project consists of a new 36-inch diameter steel pipeline to be installed using the HDD method of construction as part of a new approximately 475-mile long interstate natural gas pipeline project. The design horizontal length of the proposed Hannahatchee Creek HDD is 1,600 feet, crossing beneath Hannahatchee Creek and a connector road. The general layout of the site is shown in the Site Plan, Figure 2. We explored subsurface conditions near the proposed HDD site by drilling three geotechnical borings (HCG-B-1 through HCG-B-3) to depths up to 96 feet below ground surface (bgs) adjacent to the alignment of the proposed HDD. In general, the subsurface conditions encountered in the borings were consistent with published geology for the area. Details of our subsurface exploration program are included in Section 3.2 and the exploration logs are included in Appendix A. 2.0 SCOPE The purpose of our services was to evaluate the existing surface and subsurface soil and groundwater conditions and to prepare a geotechnical data report. The specific scope of services provided by GeoEngineers included the following: Task 1 Conceptual HDD Plan and Profile Drawings 1. Reviewed available project information provided by Gulf Interstate Engineering (GIE) and publicly available geologic maps, subsurface information, ground surface elevation data, aerial photographs and other documentation for the project area. 2. Prepared a conceptual HDD alignment and profile drawing with proposed boring locations based on topographic data from publicly available sources. Task 2 Site Reconnaissance 1. Performed an engineer site visit to the proposed crossing to observe site access, surface conditions, and potential HDD constructability issues. Task 3 Geotechnical Exploration and Laboratory Testing 1. Contacted the applicable One Call agency to notify them of our intent to perform soil borings at the site and to clear the boring locations of potential underground utilities. 2. Explored subsurface conditions at the site by completing a total of three (3) geotechnical borings to depths between 90 and 96 feet below ground surface (bgs) using hollow-stem auger and/or mud rotary drilling techniques. The explorations were completed using a track-mounted drill rig. 3. Backfilled the borings full-depth with cement-bentonite grout upon completion. November 17, 2014 Page 1 File No

6 4. Completed a laboratory testing program on selected samples obtained from the borings to evaluate pertinent engineering properties. The tests included the following: Standard classification of soils in general accordance with ASTM International (ASTM) D2488. Gradation of soils in general accordance with ASTM D422. Moisture content determination in general accordance with ASTM D2216. Atterberg limits determination in general accordance with ASTM D Prepared logs of the borings including the following: Standard Penetration Test (SPT) values for soils. Index and classification properties of soil. 6. Evaluated the potential for geohazards at the proposed crossing site based on the subsurface information gathered from the subsurface explorations. 3.0 SITE CONDITIONS 3.1 Geological Conditions Regional Geologic Setting The proposed Hannahatchee Creek HDD is located in the Fall Line Hills district of the East Gulf Coastal Plain section within the Coastal Plain physiographic province. The East Gulf Coastal Plain developed on geologically young Mesozoic to Recent (from about 140 million years ago to the present) sedimentary rocks and sediment. The geologic units, composed mainly of sediments, are described variously as gravels, sands, silts and clays. The rocks are mainly composed of chalk, sandstone, limestone and claystone. The beds slope gently southward at about 40 feet per mile and are progressively younger from the fall line to the coast. Locally, higher elevations are underlain by more resistant material (in some areas sediment, in others sedimentary rock), and the lowlands are underlain by softer material. The type of material varies from one physiographic district to another. The Fall Line Hills District in Georgia is highly dissected with little level land except the marshy floodplains and their better drained, narrow stream terraces. Stream valleys lie 50 to 250 feet below the adjacent ridge tops. Stream dissection seems to be greatest in the East Gulf portion of this district. Relief gradually diminishes to the south and east. Elevations range from a high of approximately 760 feet between Columbus and Macon to a low of approximately 150 feet south of Augusta (Clark, W. and Zisa, A., 1976) Site Geology Geologic mapping indicates that the Cretaceous Age Cusseta Sand member of the Ripley Formation and the Blufftown Formation will likely be encountered at the Hannahatchee Creek HDD site. The Cusseta sand occurs at the base of the Ripley Formation and consists primarily of cross-bedded, medium to coarse sand; glauconitic, fossilifersous fine sand; and dark gray fossiliferous, micaceous clay. The Cusseta sand is underlain by the Blufftown formation. The upper part of the Blufftown consists of 200 to 300 feet of gray calcareous sandy clay containing some thin beds of sand and calcareous sandstone (Lawton, D.E., 1976, USGS Mineral Resources). November 17, 2014 Page 2 File No

7 3.2 Subsurface Conditions General Subsurface conditions were explored at the site from June 30, 2014 to July 2, 2014 and from July 25 to July 29, 2014 by drilling three (3) geotechnical borings (HCG-B-1 through HCG-B-3) with a track-mounted drill rig. Borings HCG-B-1, HCG-B-2 and HCG-B-3 were drilled to depths of 91.5 feet bgs, 90 feet bgs, and 96 feet bgs, respectively. The borings were drilled near the alignment of the proposed HDD in order to characterize the subsurface conditions for HDD design. Soil samples were generally obtained from the borings at 5-foot depth intervals using 1.5-inch insidediameter (I.D.) SPT samplers. An engineer from GeoEngineers managed the geotechnical explorations and a technician logged the borings on a full-time basis. The GeoEngineers technician visually classified and collected the soil samples and documented other pertinent drilling information. Laboratory tests including moisture content determination, sieve analyses, and Atterberg limits were completed on selected samples from the borings. A description of the field exploration and laboratory testing procedures as well as logs of the borings are presented in Appendix A Subsurface Description In general, the subsurface conditions encountered in the borings were consistent with published geology for the area, consisting of very loose to very dense sand with varying amounts of silt and clay, and hard clay and silt with varying amounts of sand. Boring HCG-B-1 Drilling operations for boring HCG-B-1 were completed between July 25 and July 28, Subsurface conditions encountered at this location consisted of loose to very dense fine to medium sand with varying amounts of silt and clay, and hard clay with varying amounts of sand to the termination depth of the boring at approximately 91.5 feet bgs. The soil units at the site were generally very loose too loose at depths less than 23 feet bgs. Below a depth of 23 feet bgs the sand units ranged from dense to very dense and the clay units were hard. A layer of sandstone was observed from approximately 73 feet to 75 feet bgs. Boring HCG-B-2 Drilling operations for boring HCG-B-2 were completed on July 29, Subsurface conditions encountered at this location consisted of very loose to very dense fine to medium sand with varying amounts of silt and clay and hard clay with varying amounts of sand to the termination depth of the boring at approximately 90 feet bgs. The soil units at the site were generally very loose too loose at depths less than 17 feet bgs. Below a depth of 17 feet bgs the sand units ranged from medium dense to very dense and the clay units were hard. Boring HCG-B-3 Drilling operations for boring HCG-B-3 were completed between June 30 and July 2, Subsurface conditions encountered at this location consisted of medium dense to very dense fine to medium sand with varying amounts of silt and clay and hard silt and clay with varying amounts of sand to the boring termination depth at approximately 96 feet bgs. The soil units at the site were generally loose to medium dense at depths less than 17 feet bgs. Below a depth of 17 feet bgs the sand units ranged from dense to very dense and the silt and clay units were hard. A layer of sandstone and siltstone was observed from approximately 66 feet to 74 feet bgs. November 17, 2014 Page 3 File No

8 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 General We evaluated the surface conditions in the vicinity of the proposed HDD during our visit to the site on March 12, 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 Surface Description The proposed HDD alignment trends roughly east to west (entry to exit) adjacent to State Highway 39 and passing beneath Hannahatchee Creek as shown in Figure 2. The proposed entry point is located within a densely wooded area approximately 450 feet north of the State Highway 39 centerline near the northern edge of an existing Southern Natural Gas Pipeline (Sonat) pipeline easement on relatively flat terrain. The proposed exit point is located approximately 1,200 feet north of the State Highway 39 centerline within a wooded area with relatively flat terrain. With the inclusion of Hannahatchee Creek, the ground surface along the HDD alignment is composed of relatively flat terrain between entry and exit with elevations ranging between approximately 249 feet and 241 feet North American Vertical Datum 88 (NAVD 88), respectively. The proposed pipe fabrication and stringing area extends 1,650 west of the exit workspace and should be of sufficient length to string the carrier pipe in one continuous section. Some trees may need to be cleared within the stringing area to facilitate positioning the carrier pipe during fabrication and pullback operations. 4.0 LIMITATIONS We have prepared this report for use by Gulf Interstate Engineering, Sabal Trail Transmission and their authorized agents and other approved members of the design team involved with this project. The report is not intended for use by others, and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The conclusions and recommendations in this report should be applied in their entirety. Variations in subsurface conditions are possible between the explorations. Subsurface conditions may also vary with time. A contingency for unanticipated conditions should be included in the project budget and schedule for such an occurrence. We recommend that sufficient monitoring, testing and consultation be provided by GeoEngineers during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and pipeline installation activities comply with contract plans and specifications. November 17, 2014 Page 4 File No

9 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 ( , 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, ( USGS Mineral Resources, U.S. Geological Survey, U.S. Department of the Interior, Mineral Resources On- Line Spatial Data, ( White, W.A., 1970, The Geomorphology of the Florida Peninsula: Florida Bureau of Geology, Bulletin no. 51. November 17, 2014 Page 5 File No

10 FIGURES

11 Office: SPR Path: P:\15\ \GIS\Vicinity Maps\Hannahatchee Creek HDD- VM.mxd Map Revised: 17 November 2014 mclevenger 91 Lee Macon Bullock Russell Barbour Hannahatchee Creek HDD 92 Quitman Randolph Terrell 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. cannot 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. Data Sources: ESRI Data & Maps, Street Maps Imagery from ESRI Data Online. Projection: NAD 1983, UTM Zone 17 North. 93 Chattahoochee Marion Schley Stewart Stewart 94 Proposed Sabal Trail Pipeline Alignment Muscogee Webster Taylor µ SABAL TRAIL TRANSMISSION PROJECT VICINITY MAP Miles HANNAHATCHEE CREEK HDD STEWART COUNTY, GEORGIA Louvale Figure 1

12 WATERBODY BOUNDARY (TYP.) WETLAND (TYP.) TEMPORARY WORKSPACE (TYP.) S1TRC008 STREAM 240 PROPOSED TEMPORARY EXIT WORKSPACE 425' 225' ACCESS ROAD SURVEYED ROAD (TYP.) EXISTING FENCE (TYP.) PERMANENT HDD PROFILE 215' 10' EASEMENT (TYP.) 75' 20' OF COVER 60' 240 X X CREEK HANNAHATCHEE S1TRC PROPOSED TEMPORARY 1.79 ACRES ODD-SHAPED ENTRY WORKSPACE ADDITIONAL TEMPORARY WORKSPACE (TYP.) // // // // // // // // // DATUM: // // // // // SOUTHERN NATURAL GAS PIPELINE (TYP.) PROPOSED PRODUCT PIPE STRINGING AND FABRICATION AREA TO BE WITHIN AND ALONG TEMPORARY WORKSPACE (1650' LONG) HORIZONTAL: UTM with NAD83 datum, Zone 17, US Foot; Central Meridian 81 W VERTICAL: NAVD 88 // // // // // PROPOSED HDD EXIT POINT N E LAT. N LONG. W ' // // // // // // // // // // 240 HCG-B-1 // // // // // HDD PROFILE 20' OF COVER 240 PROPOSED 36" HORIZONTAL DIRECTIONAL DRILL ' // // PROPERTY LINE (TYP.) HCG-B-2 // // // // XX // // // // // // // 240 // // // // // // // // // // // HCG-B-3 PROPOSED HDD ENTRY POINT N E LAT. N LONG. W // // 250 X 250 // // // // // PROPOSED SABAL TRAIL PIPELINE ALIGNMENT // // // X X X P P P P P P P EXISTING OVERHEAD POWERLINE STATE HIGHWAY 39 PROPOSED HDD ENTRY POINT GROUND SURFACE (SURVEY) 8 3 SAND 5 6 SAND W/ SILT /11" SAND CLAYEY PT2 SAND W/ SHELLS 78 81/11" SAND 50/2" SAND W/ SILT AND SHELLS CLAYEY SAND W/ SHELLS 71/11" 50/4" 0/67 SANDY CLAY W/ SHELLS 0/73 SANDSTONE PROPOSED HDD EXIT POINT 64 0/14 50/4" 0/12 SANDY CLAY HCG-B-1 SAND CLAYEY SAND W/ ROCK FRAGMENTS 4200' R /9" /11" /10" 59/11" 96 50/4" SAND W/ ORGANICS SAND W/ SILT CLAYEY SAND W/ SHELLS SILTY SAND SAND W/ CLAY AND ROCK FRAGMENTS SILTY SAND W/ ROCK FRAGMENTS PC2 HCG-B-2 SANDY CLAY W/ SHELLS SAND W/ SILT AND SHELLS CLAYEY SAND W/ SHELLS SAND W/ SHELLS PT1 HANNAHATCHEE CREEK (WATER LEVEL APPROX.) 50' 4200' R PROPOSED 36" HDD PROFILE 64/9" 98/9" 50/4" 50/5" 75/10" /100 SANDSTONE W/ ORGANIC MATERIAL SILTSTONE 9 CLAYEY TOP SOIL W/ ORGANICS 15 PC1 23 SAND W/ TRACE CLAY SILTY SAND W/ OCCASIONAL ORGANIC MATERIAL /14" 50/4" 65/10" CLAY W/ MICA SAND W/ TRACE SILT CLAY SILTY SAND SANDY SILT 12/35 52 HCG-B-3 SAND W/ SILT 10 SANDY SILT W/ TRACE ORGANICS SILTY SAND DISCLAIMER: FOR FERC FINAL SUBMITTAL. THIS DRAWING IS NOT INTENDED FOR CONSTRUCTION. LEGEND: Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. Refer to the boring logs in the accompanying report for more detailed soil descriptions. 4. The utilities shown on the drawing are based on survey data provided by Gulf Interstate Engineering. GeoEngineers, Inc. has not verified the field location of the existing utilities. Reference: Ground surface survey, survey data and aerial photo provided by Gulf Interstate Engineering. ISSUED FOR PERMITTING SPT (N) TYPE OF SOIL TYPE OF ROCK RQD/%REC Boring Location Major Contour - 10' Interval Minor Contour - 2' Interval DRAWN BY: CHECKED BY: SCALE: DATE: DATE: W.O.: REV. DESCRIPTION DATE DRAWING NUMBER: SABAL TRAIL TRANSMISSION PROPOSED 36" PIPELINE SITE PLAN AND PROFILE HANNAHATCHEE CREEK HDD SHEET NO. REV.

13 MP 87 MP 88 Map Revised: 18 November 2014 ccabrera MP 89 MP 90 Hannahatchee Creek HDD MP 91 MP 92 MP 93 Office: PORT Path: P:\15\ _GIS\GIS\00\MXD\ _HannahatcheeRiverHDD.mxd MP 94 MP 95 Data Source: Base geology maps from USGS National Geologic Map Database, 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. cannot 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. Projection: NAD 1983 UTM Zone 16N Sabal Trail Mileposts Sabal Trail Alignment Proposed HDD Location Geologic Map Sabal Trail Transmission Project Georgia Geology, Americus 30x60 Kb: Blufftown Formation Kc: Cusseta Sand Hannahatchee Creek HDD Stewart County, Georgia Qal: Alluvium Qth: Deposits of high alluvial terraces Miles 0.5 Figure 3

14 Looking Westward toward the Exit Workspace and Product Pipe Stringing Area from Boring HCG-B-1 Looking Eastward along the HDD Alignment and Sonat Pipeline s Right-of-Way near Boring HCG-B-1 Hannahatchee Creek HDD Site Photographs FIGURE 4

15 Looking Eastward from the West Bank of the Hannahatchee Creek along the HDD Alignment Looking Westward along the HDD Alignment from the Entry Workspace Hannahatchee Creek HDD Site Photographs FIGURE 5

16 APPENDICES

17 APPENDIX A Field Explorations and Laboratory Testing

18 APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING Field Explorations Subsurface conditions were explored at the site between June 30, 2014 and July 2, 2014 and from July 25 to July 29, 2014 by drilling three geotechnical borings (HCG-B-1 through HCG-B-3) using a track mounted drilling rig. The borings were drilled to depths up to 96 feet bgs. The borings were drilled adjacent to the alignment of the proposed HDD in order to characterize the subsurface conditions for HDD design. The drilling operations were managed by a GeoEngineers technician, who examined and classified the soils encountered, obtained representative samples, observed groundwater conditions where possible and prepared a detailed log of each exploration. The soil units encountered were classified visually in general accordance with ASTM International (ASTM) D2488, which is described in Figure A-1. The approximate locations of the explorations are shown in the Site Plan, Figure 2. In general, soil samples were obtained from the borings at 5-foot-depth intervals using a 1.5-inch insidediameter (I.D.) split spoon standard penetration test (SPT) sampler. The SPT sampler was driven 18 inches using a 140-pound hammer with a 30-inch drop. The number of hammer blows required to drive the sampler over three 6-inch intervals was recorded on field logs. The blows per foot representing the sum of the last two 6-inch increments are shown in the boring logs. Each boring was backfilled with Portland cement/bentonite grout. The relative density of the SPT samples recovered at each interval was evaluated based on correlations with lab and field observations in general accordance with the values outlined in Table A-1 below. TABLE A-1 CORRELATION BETWEEN BLOW COUNTS AND RELATIVE DENSITY 1 Cohesive Soils (Clay/Silt) Parameter Very Soft Soft Medium Stiff Stiff Very Stiff Hard Blows, N < >32 Cohesionless Soils (Gravel/Sand/Silty Sand) 2 Parameter Very Loose Loose Medium Dense Dense Very Dense Blows, N > 50 Notes: 1 After Terzaghi, K and Peck, R.B., Soil Mechanics in Engineering Practice, John Wiley & Sons, Inc., 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-1 File No

19 Laboratory Testing General Soil samples obtained from the explorations were transported to our Baton Rouge, Louisiana office and examined to confirm or modify field classifications. Representative samples were selected for laboratory testing consisting of moisture content determinations, sieve analyses and Atterberg limits determinations. The laboratory testing procedures are discussed in more detail below. Moisture Content Testing Moisture content tests were completed for representative samples obtained from the explorations in general accordance with ASTM D2216. The results of these tests are presented on the exploration logs in Figures A-2 through A-4 at the depths at which the samples were obtained. Sieve Analyses Sieve analyses were performed on selected coarse-grained samples in general accordance with ASTM D422. The results of the sieve analyses were plotted and classified in general accordance with the Unified Soil Classification System (USCS) and are presented in Figures A-5 through A-9. The percentage passing the U.S. No. 200 sieve is shown on the boring logs at the respective sample depths. Atterberg Limits Testing Atterberg Limits were performed on selected fine-grained soil samples in general accordance with ASTM D4318. The tests were used to classify the soil as well as to evaluate its index properties. The results of the Atterberg Limits testing are shown in Figures A-10 and A-11. November 17, 2014 Page A-2 File No

20 MAJOR DIVISIONS GRAVEL AND GRAVELLY SOILS SOIL CLASSIFICATION CHART CLEAN GRAVELS (LITTLE OR NO FINES) SYMBOLS GRAPH LETTER GW GP TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS CC Cement Concrete AC Asphalt Concrete COARSE GRAINED SOILS MORE THAN 50% RETAINED ON NO. 200 SIEVE MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) GM GC SW SP SM SC ML SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES WELL-GRADED SANDS, GRAVELLY SANDS POORLY-GRADED SANDS, GRAVELLY SAND SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS, ROCK FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY CR TS Crushed Rock/ Quarry Spalls Topsoil/ Forest Duff/Sod Measured groundwater level in exploration, well, or piezometer Groundwater observed at time of exploration Perched water observed at time of exploration FINE GRAINED SOILS MORE THAN 50% PASSING NO. 200 SIEVE SILTS AND CLAYS SILTS AND CLAYS HIGHLY ORGANIC SOILS LIQUID LIMIT LESS THAN 50 LIQUID LIMIT GREATER THAN 50 CL OL MH CH OH PT INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS AND SILTS OF MEDIUM TO HIGH PLASTICITY PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Graphic Log Contact Distinct contact between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit Material Description Contact Distinct contact between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Sampler Symbol Descriptions Standard Penetration Test (SPT) Shelby tube Piston Direct-Push Bulk or grab Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and 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. %F AL CA CP CS DS HA MC MD OC PM PP SA TX UC VS Laboratory / Field Tests Percent fines Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear 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

21 Drilled Start 7/25/2014 Surface Elevation (ft) Vertical Datum Latitude Longitude End 7/28/2014 Total Depth (ft) ' " N 84 54' " W 91.5 Hammer Data System Datum Logged By Checked By NWH NAA Notes: Upon completion, borehole backfilled full-depth with cement-bentonite grout. Driller S&ME Automatic 140 (lbs) / 30 (in) Drop Geographic Drilling Equipment Groundwater Date Measured Drilling Method Hollow Stem Auger Diedrich D-50 Track Mounted Depth to Water (ft) N/A Elevation (ft) FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS S1 SP Brown fine sand (very loose, dry) S2 SP-SM Light brown fine sand with silt (loose, dry) 7 % Fines = S S4 Becomes gray and wet Water observed at 8.5 feet bgs S5 SP Gray fine sand (loose, wet) 44 % Fines = S6 Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK /11" 78 S7 S8 S9 SC SP Gray clayey sand with shells (dense, wet) Gray fine to medium sand (very dense, wet) Log of Boring HCG-B-1 Project: Project Location: Stewart County, Georgia Project Number: % Fines = 28 Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-2 Sheet 1 of 3

22 FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS /11" S10 SP-SM Gray fine sand with silt and shells (very dense, wet) 24 % Fines = /2" S11 20 % Fines = 12 % Gravel = S12 SC Gray clayey fine sand with shells (very dense, wet) S13 Becomes clayey fine sand (dense, wet) /11" S14 With shells and becomes very dense 30 % Fines = Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK /4" S15 R1 R2 R3 CL Sandstone CH With rock fragments Gray sandy clay with shells (hard, wet) Gray sandstone, visually fresh state, pit quality, 3D discontinuities Gray hard sandy clay Log of Boring HCG-B-1 (continued) Project: Project Location: Stewart County, Georgia Project Number: Auger refusal at 65' bgs, potential cobble Clear water observed flowing from the hole Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-2 Sheet 2 of 3

23 FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS LL = 83 PI = 48 No recovery 80 0 R S16 R5 SP SC Brown coarse sand (very dense, wet) Gray clayey fine sand with fine rock fragments (very dense, wet) 33 % Fines = /4" S17 Becomes gray clayey sand Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK Log of Boring HCG-B-1 (continued) Project: Project Location: Stewart County, Georgia Project Number: Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-2 Sheet 3 of 3

24 Drilled Start 7/29/2014 Surface Elevation (ft) Vertical Datum Latitude Longitude End 7/29/2014 Total Depth (ft) ' " N 84 54' " W Hammer Data System Datum Logged By Checked By NWH NAA Notes: Upon completion, borehole backfilled full-depth with cement-bentonite grout. 90 Driller S&ME Automatic 140 (lbs) / 30 (in) Drop Geographic Drilling Equipment Groundwater Date Measured Drilling Method Hollow Stem Auger Diedrich D-50 Track Mounted Depth to Water (ft) N/A Elevation (ft) FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS S1 SP Brown fine sand with organics (loose, dry) 12 7 S2 Becomes fine sand S3 Grades to light brown 14 3 S4 SP-SM Light brown fine sand with silt (very loose, wet) 21 % Fines = 7 Water observed at 8.5 feet bgs S5 Becomes loose Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK /9" S6 S7 S8 S9 SC SM SP Gray clayey sand with shells (medium dense, wet) Becomes very dense Gray silty sand (dense, wet) Gray fine sand with clay and rock fragments (very dense, wet) Log of Boring HCG-B-2 Project: Project Location: Stewart County, Georgia Project Number: % Fines = 38 % Fines = 20 Hard drilling Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-3 Sheet 1 of 3

25 FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS /11" S10 Becomes fine sand 22 % Fines = S11 With clay and shells (dense, wet) Hard drilling S12 SM Gray fine silty sand with rock fragments (very dense, wet) 14 % Fines = 13 % Gravel = S13 With clay and becomes dense S14 CL Gray sandy clay with shells (hard, wet) Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK /10" S15 S16 S17 SP-SM With rock fragments Gray fine sand with silt and shells (very dense, wet) Log of Boring HCG-B-2 (continued) Project: Project Location: Stewart County, Georgia Project Number: Hard drilling LL = 38 PI = 18 Hard drilling % Fines = 9 Water observed flowing out of hole Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-3 Sheet 2 of 3

26 FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS /11" S18 SC Gray fine clayey sand with shells (very dense, wet) S19 33 % Fines = /4" S20 SP Gray fine sand with shells (very dense, wet) 90 Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK Log of Boring HCG-B-2 (continued) Project: Project Location: Stewart County, Georgia Project Number: Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-3 Sheet 3 of 3

27 Drilled Start 6/30/2014 Surface Elevation (ft) Vertical Datum Latitude Longitude End 7/2/2014 Total Depth (ft) ' " N 84 54' " W Hammer Data System Datum Logged By Checked By SNN NAA Notes: Upon completion, borehole backfilled full-depth with cement-bentonite grout. 96 Driller Automatic 140 (lbs) / 30 (in) Drop Geographic Southern Earth Sciences Drilling Equipment Groundwater Date Measured Drilling Method HSA/Mud Rotary BK-51 Track Mounted Depth to Water (ft) N/A Elevation (ft) FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS S1 Topsoil Dark brown clayey top soil with organics (loose, dry) S2 SP Orangish brown medium sand with trace clay (medium dense, dry) S3 Becomes wet 21 % Fines = S4 SM Orangish brown silty fine sand (medium dense, wet) 230 Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK /9" S5 S6 S7 CL Becomes silty sand with occasional organic material and dense Brown clay with mica (hard, wet) Log of Boring HCG-B-3 Project: Project Location: Stewart County, Georgia Project Number: % Fines = 49 LL = 48 PI = 23 Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-4 Sheet 1 of 3

28 FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS /9" S8 SP Dark gray fine sand with trace silt (very dense, wet) 27 % Fines = /4" S9 Grades to light gray /5" S /10" S11 CH Dark gray clay (hard, wet) 45 % Fines = S12 WIth fine mica flakes 39 LL = 53 PI = S13 SM Gray silty fine sand (very dense, wet) Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK S14 R1 S15 R2 S16 ML Sandstone Siltstone SP-SM Gray sandy silt (hard, wet) Brownish black sandstone with organic material Gray siltstone, partially decomposed state, intensely fractures, 60º fractures Gray fine sand with silt (very dense, wet) Log of Boring HCG-B-3 (continued) Project: Project Location: Stewart County, Georgia Project Number: Sampler did not advance for 10 blows % Fines = 5 Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-4 Sheet 2 of 3

29 FIELD DATA Elevation (feet) Depth (feet) Interval Recovered (in) Blows/foot RQD % Collected Sample Sample/Run Testing/Fractures Water Level Graphic Log Group Classification MATERIAL DESCRIPTION Moisture Content, % Dry Density, (pcf) REMARKS S17 Grades to light gray /14" S18 29 % Fines = /4" S19 ML Gray sandy silt with trace organics (hard, wet) /10" S20 SM Gray silty fine sand (very dense, wet) Springfield: Date:10/31/14 Path:P:\15\ \00\GINT\HANNAHATCHEE CREEK.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK Log of Boring HCG-B-3 (continued) Project: Project Location: Stewart County, Georgia Project Number: Sabal Trail Transmission - Hannahatchee Creek HDD Figure A-4 Sheet 3 of 3

30 U.S. STANDARD SIEVE SIZE /4 3/8 #4 #10 #20 #40 #60 #100 # PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES COARSE GRAVEL FINE SAND COARSE MEDIUM FINE SILT OR CLAY Symbol Exploration Number Sample Depth (feet) Soil Classification HCG-B Poorly graded fine SAND with silt (SP-SM) HCG-B Poorly graded fine to medium SAND (SP) HCG-B Poorly graded fine SAND with silt (SP-SM) Sieve Analysis Results Hannahatchee Creek HDD Stewart County, Georgia 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. Figure A-5

31 U.S. STANDARD SIEVE SIZE /4 3/8 #4 #10 #20 #40 #60 #100 # PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES COARSE GRAVEL FINE SAND COARSE MEDIUM FINE SILT OR CLAY Symbol Exploration Sample Depth Number (feet) Soil Classification HCG-B Poorly graded fine SAND with silt (SP-SM) HCG-B Clayey fine SAND (SC) HCG-B Clayey fine SAND (SC) Sieve Analysis Results Hannahatchee Creek HDD Stewart County, Georgia 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. Figure A-6

32 U.S. STANDARD SIEVE SIZE /4 3/8 #4 #10 #20 #40 #60 #100 # PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES COARSE GRAVEL FINE SAND COARSE MEDIUM FINE SILT OR CLAY Symbol Exploration Sample Depth Number (feet) Soil Classification HCG-B Poorly graded fine SAND with silt (SP-SM) HCG-B Poorly graded fine SAND (SP) HCG-B Silty fine SAND (SM) Sieve Analysis Results Hannahatchee Creek HDD Stewart County, Georgia 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. Figure A-7

33 U.S. STANDARD SIEVE SIZE /4 3/8 #4 #10 #20 #40 #60 #100 # PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES COARSE GRAVEL FINE SAND COARSE MEDIUM FINE SILT OR CLAY Symbol Exploration Sample Depth Number (feet) Soil Classification HCG-B Poorly graded fine SAND with silt (SP-SM) HCG-B Clayey fine SAND (SC) HCG-B Poorly graded medium SAND (SP) Sieve Analysis Results Hannahatchee Creek HDD Stewart County, Georgia 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. Figure A-8

34 U.S. STANDARD SIEVE SIZE /4 3/8 #4 #10 #20 #40 #60 #100 # PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES COARSE GRAVEL FINE SAND COARSE MEDIUM FINE SILT OR CLAY Symbol Exploration Number Sample Depth (feet) Soil Classification HCG-B Poorly graded fine SAND (SP) HCG-B Poorly graded fine SAND with silt (SP-SM) HCG-B Poorly graded fine SAND with silt (SP-SM) Sieve Analysis Results Hannahatchee Creek HDD Stewart County, Georgia 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. Figure A-9

35 80 PLASTICITY CHART CH or OH Plasticity Index OH and MH CL or OL CL-ML ML or OL Liquid Limit Symbol Exploration Number Sample Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%) Soil Description HCG-B Gray CLAY with sand and mica (CH) HCG-B Gray CLAY with mica and rock fragments (CL) Atterberg Limits Test Results 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. Hannahatchee Creek HDD Stewart County, Georgia Figure A-10

36 80 PLASTICITY CHART CH or OH Plasticity Index OH and MH CL or OL CL-ML ML or OL Liquid Limit Symbol Exploration Number Sample Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%) Soil Description HCG-B Gray CLAY with silt and mica (CL) HCG-B Dark gray CLAY with Mica (CH) Atterberg Limits Test Results 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. Hannahatchee Creek HDD Stewart County, Georgia Figure A-11

37 APPENDIX B Report Limitations and Guidelines for Use

38 APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE 1 This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnical and Environmental Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for the exclusive use of Gulf Interstate Engineering, Sabal Trail Transmission and their authorized agents. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Similarly, an environmental assessment study conducted for a property owner may not fulfill the needs of a prospective purchaser of the same property. Because each study is unique, each report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Environmental Report Is Based on a Unique Set of Project-Specific Factors This report has been prepared for the proposed Hannahatchee Creek HDD located in Stewart County, Georgia. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: not prepared for you, not prepared for your project, not prepared for the specific site explored, or completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: the function of the proposed structure; 1 Developed based on material provided by ASFE/The Best People on Earth, Professional Firms Practicing in the Geosciences; November 17, 2014 Page B-1 File No

39 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. November 17, 2014 Page B-2 File NO