Geotechnical Data Report

Transcription

1 Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio March 3, 2015 Terracon Project No. N Prepared for: Project Consulting Services, Inc. Prepared by: Terracon Consultants, Inc. Columbus, Ohio

2 March 3, 2015 Project Consulting Services, Inc. 155 Lafayette Road Suite 2 New Hampton, NH Attn: Re: Mr. Ronald P. Gourgeot, Jr., P.E. P: [603] E: rgourgeot@projectconsulting.com Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio Terracon Project No. N Dear Mr. Gourgeot: Terracon Consultants, Inc. (Terracon) has completed the geotechnical field and laboratory services for the proposed I-77 HDD project. This report presents the findings of the subsurface exploration and results of laboratory tests performed on selected soil and rock samples. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Mohammad Kayser Staff Engineer Steven B. Larimer Staff Geologist Prasad S. Rege, P.E. Regional Manager/Senior Principal Terracon Consultants, Inc. 800 Morrison Road Columbus, Ohio P [614] F [614] terracon.com

3 TABLE OF CONTENTS Page 1.0 INTRODUCTION PROJECT DESCRIPTION SUBSURFACE CONDITIONS Geology Typical Subsurface Profile Water Level Observations GEOTECHNICAL DESIGN PARAMETERS Soil Parameters GENERAL COMMENTS... 4 APPENDIX A FIELD EXPLORATION Field Exploration Description...Exhibit A-1 Boring Location Plan...Exhibit A-2 Boring Logs... Exhibit A-3 to A-4 Subsurface Profile...Exhibit A-5 APPENDIX B LABORATORY TESTING Laboratory Testing...Exhibit B-1 Laboratory Test Results... Exhibit B-2 to B-32 APPENDIX C SUPPORTING DOCUMENTS General Notes... Exhibit C-1 Unified Soil Classification System... Exhibit C-2 Description of Rock Properties... Exhibit C-3 Sample Photos... Exhibit C-4

4 GEOTECHNICAL DATA REPORT PROPOSED I-77 HDD CORES D4-A AND D4-B STARK COUNTY, OHIO Terracon Project No. N March 3, INTRODUCTION This report presents the results of our geotechnical field and laboratory services performed for the proposed I-77 HDD project located in Stark County, Ohio. Our scope of work for this project included the advancement of two (2) borings, designated as D4-A and D4-B which were extended to an approximate depth range of about 60 to 140 feet below the existing ground surface, visual classification and laboratory testing of representative soil and rock samples, groundwater sample lab results (if applicable) and preparation of this geotechnical data report. Logs of the borings and a boring location plan are included in Appendix A of this report. 2.0 PROJECT DESCRIPTION The project consists of crossing Interstate 77 using horizontal directional drilling means and methods for the Rover Pipeline Project. Details are presented below for your information. Locations Item Current Ground Cover Existing Topography Structures Description Boring D4-A (40 40'5.63"N 81 26'10.62"W) is located on the east side of I-77 and D4-B (40 40'6.05"N 81 26'23.83"W) is located on the west side of the Interstate Highway. The existing ground cover in the area of the proposed HDD pipeline is mainly mowed grass fields, agricultural fields, and wooded areas. Based on provided survey information, the ground surface elevation across the proposed HDD pipeline alignment ranges from about elevation 906 to 983 feet. Horizontally directionally drilled (HDD) natural gas pipeline crossings. An overhead power line is located within the vicinity of the proposed HDD. Responsive Resourceful Reliable 1

5 Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio March 3, 2015 Terracon Project No. N SUBSURFACE CONDITIONS 3.1 Geology The project site is contained in the Ohio Physiographic Region on the Allegheny Muskingum- Pittsburgh Plateau with a moderately high to high relief (300 feet 600 feet) dissected plateau having broad major valleys that contain outwash terraces, and tributaries with lacustrine terraces; medium-grained bedrock sequences coarser than those in Marietta Plateau but finer than those in Ironton Plateau. Bedrock at the site can be described as sedimentary from the Pennsylvanian geologic age from the Allegheny and Pottsville Groups, Undivided containing shale and siltstone with minor amounts of underclay (claystone), sandstone, limestone, and coal. These rocks were deposited in a wide variety of environments such as deep valleys that were cut into the Mississippian rocks and also shallow marine environments, shorelines, deltas, large rivers, bays, and lagoons that occurred across the coastal lowlands. The shale is black, gray, and olive; clayey to silty; locally contains marine fossils; calcareous in part. The siltstone is gray, greenish and olive; clayey to sandy; thin bedded to medium bedded; locally contain marine fossils. Underclay is gray and olive; generally 3 feet or less in thickness; clayey to silty; commonly rooted and underlying coal beds. Sandstone is light to medium gray weathering to shades of yellow-brown; mostly very fine to medium grained, locally quartzose and conglomeratic in lower one-third of unit; thin to massive to cross bedded; locally calcareous. The limestone is black to light gray; micritic to medium grained; locally grades into chert; thin to medium bedded to discoidal concretions containing marine fossils; locally nonmarine, micritic limestones occur beneath coal beds in upper one third of unit. Coal is mostly banded bituminous, locally cannel; thin to locally as much as 12 feet thick; generally in discrete beds but locally contain shale partings and split into multiple beds. Economic coals in this unit are the Lower Mercer (No. 3), Upper Mercer (No. 3a), Newland (No. 4, Brookville), Clarion (No. 4a), Lower Kittanning (No. 5), Middle Kittaning (No. 6), Lower Freeport (No. 6a), and Upper Freeport (No. 7). Unconfined compressive strength in shale, coal, and siltstone is low to high. Limestone and sandstone have high compressive strength. This unit is underlain by the Logan Formation, Maxville Limestone, and is overlain by the Conemaugh Group. D4-A (outwash) Chili gravelly loam, moderately eroded (SSURGO Export: ) The Chili series consists of very deep, well drained soils on outwash plains, terraces, kames, and beach ridges. They formed in Wisconsinan-age outwash deposits, mainly of non-calcareous sandstone and shale with a large amount of quartz gravel. Commonly, the outwash is mantled with silt. In some places the upper part of the solum formed in silty alluvium or loess as much as 18 inches in thickness. Permeability is moderately rapid in the subsoil and rapid in the substratum. The slope gradient typically is 0 to 18 percent.

6 Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio March 3, 2015 Terracon Project No. N D4-B (glacio-lacustrine deposits) Sebring silt loam (SSURGO Export: ) The Sebring series consists of very deep poorly drained soils formed in stratified Wisconsinanage glacio-lacustrine sediments and are on broad flats and depressions on lake plains and slack water terraces. Permeability is moderately slow in the subsoil and moderate or moderately slow in the substratum. Slope ranges from 0 to 2 percent. 3.2 Typical Subsurface Profile Boring D4-A encountered native granular soils (silty sand with gravel and well graded sand) of medium dense to dense relative density to a depth of about 14.4 feet below existing grades. The native granular soils were underlain by sedimentary bedrock consisting of shale, sandstone, limestone and siltstone. This test boring was terminated at an approximate depth of 140 feet below the existing ground surface. Boring D4-B encountered native granular soils (silty clayey sand with gravel, clayey sand, silty clayey sand, silty sand and poorly graded sand with silt) of very loose to very dense relative density to an approximate depth of 58.5 feet below the existing grades. The granular soil deposits were underlain by native cohesive soils (lean clay with sand) of hard consistency. The test boring was terminated at an approximate depth of 60 feet below the existing ground surface. Specific conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. 3.3 Water Level Observations The boreholes were observed while drilling for the presence and level of groundwater. Groundwater was not encountered in boring D4-A while drilling. Groundwater was observed in boring D4-B at a depth of about 7 feet while drilling. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. In addition, perched or trapped water can develop over low permeability soils. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

7 Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio March 3, 2015 Terracon Project No. N GEOTECHNICAL DESIGN PARAMETERS 4.1 Soil and Rock Parameters Based on the borings and laboratory test results, the following shear strength and unit weight values may be considered for design: Soil description Very loose to loose (clayey sand, silty sand, poorly graded sand with silt Medium dense to very dense granular soils (silty sand with gravel, well graded sand, silty clayey sand with gravel, clayey sand, silty clayey sand and silty sand) Hard cohesive soils (lean clay with sand) Average Undrained Shear Strength, s u (psf) Angle of Internal Friction, φ (degrees) Total Unit Weight of Soil, γ (pcf) Rock description Soft to moderately hard (shale, sandstone, siltstone and limestone) Hard and hard to very hard (shale, sandstone, siltstone and limestone) Average Unconfined Compressive Strength (tsf) Total Unit Weight of Rock, γ (pcf) GENERAL COMMENTS The information presented in this report is based upon the data obtained from the borings performed at the indicated locations, laboratory testing of selected samples obtained from the borings and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or

8 Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio March 3, 2015 Terracon Project No. N prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This data report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.

9 APPENDIX A FIELD EXPLORATION

10 Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio March 3, 2015 Terracon Project No. N Field Exploration Description The subsurface exploration consisted of drilling and sampling two (2) borings at the site to an approximate depth range of about 60 to 140 feet below existing grades. The boring locations were staked in the field by the Rover Pipeline surveyor. The approximate boring locations are indicated on the attached Boring Location Plan. Surveyed elevations at the ground surface were provided by the surveyor. Elevations are rounded to the nearest foot. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used to define them. The borings were drilled with a track-mounted rotary drill rig using continuous flight hollow-stem augers to advance the boreholes. Samples of the soil encountered in the borings were obtained using the split barrel sampling procedures. Water was added at 30 and 28 feet in borings D4-A and D4-B respectively to assist drilling. In the split-barrel sampling procedure, the number of blows required to advance a standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound auto-hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT-N). The SPT N values were corrected for N 60 values using a hammer efficiency of 80.8% for the CME 55 track rig. This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils. An automatic SPT hammer was used to advance the splitbarrel sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. Rock coring was performed in both borings using a NQ2-size double tube-swivel core barrel. Recovery and rock quality designation (RQD) were calculated for the core samples and are noted at their depths of occurrence on the boring logs. RQD is the percent of total length cored consisting only of rock pieces at least 4 inches or more in length and is a measure of the integrity of the rock mass in-situ. Rock quality, in terms of RQD, can generally be designated as excellent (90%-100%), good (75%-90%), fair (50%-75%), poor (25%-50%) and very poor (<25%). The recovered samples were sent to the laboratory for testing and classification. The samples were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. Information provided on the boring logs attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling intervals, and any groundwater conditions. The borings were backfilled with cement bentonite grout prior to the drill crew leaving the site. Responsive Resourceful Reliable Exhibit A-1

11 A field log of each boring was prepared by the field engineer/geologist. These logs included visual classifications of the materials encountered during drilling, as well as, the engineer/geologist s interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the geologist's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples. Responsive Resourceful Reliable Exhibit A-1

12 D4-B D4-A APPROXIMATE BORING LOCATION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Project Manager: PSR Drawn by: MK Checked by: PSR Approved by: PSR Project No. N Scale: N.T.S. File Name: N BLP Date: March Morrison Road Columbus, Ohio PH. (614) FAX. (614) TEST BORING LOCATION PLAN I-77 HDD Cores D4-A and D4-B Various Locations in Ohio Stark County, Ohio Exhibit A-2

13 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 1 of 6 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION I-77 HDD Latitude: Longitude: Surface Elev.: 983 (Ft.) DEPTH ELEVATION (Ft.) 0.5 TOPSOIL (6") SILTY SAND WITH GRAVEL (SM), light gray, medium dense to dense DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD % Penetration Per foot LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/ WELL GRADED SAND (SW), trace clay, light gray, medium dense SHALE, completely weathered, pinkish gray to yellowish gray, very soft noted coal fragments Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS No free water observed Morrison Road Columbus, Ohio See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N=34 50/3" Hammer Type: Automatic Notes: Boring Started: 1/26/2015 Drill Rig: Track Project No.: N Boring Completed: 1/30/2015 Driller: BK Exhibit: A-3

14 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 2 of 6 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION I-77 HDD Latitude: Longitude: Surface Elev.: 983 (Ft.) DEPTH ELEVATION (Ft.) SHALE, completely weathered, pinkish gray to yellowish gray, very soft noted coal fragments (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD % Penetration Per foot LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI 3 50/3" 8 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/ SHALE, severely weathered, soft to very soft, thinly bedded to laminar, fair RQD, brown, contains few interbedded sandstones LIMESTONE, fresh to slightly weathered, hard, close to moderately close joints, thick bedding, excellent RQD, gray to dark gray Qu = 34.1ft SHALE, slightly to moderately weathered, soft, laminar, good RQD, dark gray to black, carbonaceous SHALE, severely weathered, very soft to soft, laminar, fair RQD, gray to dark gray SANDSTONE, slightly weathered, moderately hard, close joints, medium bedding, fair RQD, tight to slightly open, gray SHALE, moderately to severely weathered, very soft to soft, laminar, poor RQD, black, carbonaceous SILTSTONE, slightly weathered, slightly weathered, soft to medium, gray SHALE, severely weathered, soft to very soft, laminar, poor RQD, gray to dark gray Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS No free water observed Morrison Road Columbus, Ohio See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations s 23s 3m 28s 3m 46s 3m 3m 13s 2m 57s 2m 7s 28s 24s 4m 21s 4m 32s 4m 40s 6m 50s 4m 26s 42s 2m 16s 28s Water was added at 30 feet to assist drilling 0 0 Hammer Type: Automatic Notes: Boring Started: 1/26/2015 Drill Rig: Track Project No.: N Boring Completed: 1/30/2015 Driller: BK Exhibit: A-3

15 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 3 of 6 SITE: Mainline Segment (various locations in OH) THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/15 GRAPHIC LOG LOCATION DEPTH ELEVATION (Ft.) SANDSTONE, slightly to moderately weathered, soft to moderately hard, close joints, thick bedding, fair RQD, tight to open, gray (continued) Qu = 53.3ft I-77 HDD Latitude: Longitude: SHALE, slightly weathered, soft to medium, laminar, fair RQD, tight, gray SHALE, slightly weathered to very severely weathered, very soft to soft, laminar, poor RQD, gray to black SANDSTONE, fresh to slightly weathered, moderately hard, close joints, medium bedding, fair RQD, tight to open, gray to dark gray, contains few carbonaceous laminations SHALE, moderately weathered, soft, laminar, poor RQD, gray SANDSTONE, fresh to slightly weathered, moderately hard, close joints, poor RQD, tight to open, gray SHALE, slightly to severely weathered, soft to very soft, laminar, fair RQD, tight to slightly open, gray to black Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS No free water observed Surface Elev.: 983 (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS 800 Morrison Road Columbus, Ohio SAMPLE TYPE See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). RECOVERY (In.) See Appendix C for explanation of symbols and abbreviations. FIELD TEST RESULTS Hammer Type: Automatic Notes: Boring Started: 1/26/2015 Drill Rig: Track Project No.: N RQD % Penetration Per foot 10s 12s 2m 14s 2m 26s 2m 5s 2m 21s 58s 2m 46s 58s 2m 5s 5m 6s 3m 1s 4m 5s 4m 18s 8m 46s 10m 5s 7m 52s 28s 46s 36s 21s 24s 15s 5s 2m 9s 8m 47s LABORATORY TORVANE/HP (tsf) Boring Completed: 1/30/2015 Driller: BK Exhibit: A-3 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI

16 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 4 of 6 SITE: Mainline Segment (various locations in OH) THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/15 GRAPHIC LOG LOCATION DEPTH ELEVATION (Ft.) SHALE, slightly to severely weathered, soft to very soft, laminar, fair RQD, tight to slightly open, gray to black (continued) I-77 HDD Latitude: Longitude: SILTSTONE, slightly weathered, soft to medium, fair RQD, gray SHALE, slightly weathered, soft to very soft, laminar, fair RQD, tight to slightly open, dark gray to black SANDSTONE, fresh, moderately hard, close to moderately close joints, thick bedding, fair to good RQD, tight to open, gray, contains few interbedded shales Qu = 94.9ft Qu = 101.1ft SANDSTONE, fresh, moderately hard to hard, close joints, thin bedding, fair RQD, tight, gray, contains few argillaceous, laminations SHALE, slightly to moderately weathered, soft to very Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS No free water observed Surface Elev.: 983 (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS 800 Morrison Road Columbus, Ohio SAMPLE TYPE See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). RECOVERY (In.) See Appendix C for explanation of symbols and abbreviations. FIELD TEST RESULTS Hammer Type: Automatic Notes: Boring Started: 1/26/2015 Drill Rig: Track Project No.: N RQD % Penetration Per foot 8m 15s 5m 40s 5m 50s 8m 9s 7m 55s 8m 2m 32s 51s 53s 43s 44s 46s 38s 27s 31s 2m 28s 53s 47s 45s 38s 41s 51s 34s 43s 39s 28s LABORATORY TORVANE/HP (tsf) Boring Completed: 1/30/2015 Driller: BK Exhibit: A-3 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI

17 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 5 of 6 SITE: Mainline Segment (various locations in OH) THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/15 GRAPHIC LOG LOCATION I-77 HDD Latitude: Longitude: DEPTH ELEVATION (Ft.) soft, laminar, poor RQD, gray SANDSTONE, slightly weathered to fresh, moderately hard, close to moderately close joints, thin to medium bedding, fair RQD, tight to open, gray to dark gray, contains few interbedded shales and carbonaceous laminations (continued) Qu = 108.3ft SANDSTONE, fresh, moderately hard, close joints, medium bedding, good RQD, tight to open, gray, contains few carbonaceous laminations, siliceous (quartz) Qu = 110.6ft SHALE, fresh, soft to medium, laminar, good RQD, tight to slightly open, black, carbonaceous thin sandstone 116.6' ' LIMESTONE, fresh, hard, moderately close joints, medium bedding, excellent RQD, tight to slightly open, dark gray to black, fossiliferous Qu = 124ft SILTSTONE, fresh, medium, close joints, fair RQD, black, fossiliferous, calcareous SHALE, fresh, moderately hard, close joints, laminar, fair RQD, tight, dark gray to black, contains few interbedded sandstones Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS No free water observed Surface Elev.: 983 (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS 800 Morrison Road Columbus, Ohio SAMPLE TYPE See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). RECOVERY (In.) See Appendix C for explanation of symbols and abbreviations. FIELD TEST RESULTS Hammer Type: Automatic Notes: Boring Started: 1/26/2015 Drill Rig: Track Project No.: N RQD % Penetration Per foot 32s 41s 43s 39s 28s 39s 24s 36s 38s 4m 37s 4m 45s 3m 4s 4m 40s 2m 11s 6m 17s 4m 26s 3m 18s 2m 16s 9m 14s 8m 23s 2m 45s 46s 3m 58s 2m 20s 2m 56s 2m LABORATORY TORVANE/HP (tsf) Boring Completed: 1/30/2015 Driller: BK Exhibit: A-3 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI

18 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 6 of 6 SITE: Mainline Segment (various locations in OH) THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/15 GRAPHIC LOG LOCATION I-77 HDD Latitude: Longitude: DEPTH ELEVATION (Ft.) SHALE, fresh, moderately hard, close joints, laminar, fair RQD, tight, dark gray to black, contains few interbedded sandstones (continued) SANDSTONE, and shale interbedded, soft to moderately hard, thin bedding, excellent RQD, tight to slightly open, gray to black SANDSTONE, fresh, moderately hard, close to moderately close joints, medium bedding, excellent RQD, tight, gray, contains few carbonaceous laminations Boring Terminated at 140 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS No free water observed Surface Elev.: 983 (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS 800 Morrison Road Columbus, Ohio SAMPLE TYPE See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). RECOVERY (In.) See Appendix C for explanation of symbols and abbreviations. FIELD TEST RESULTS Hammer Type: Automatic Notes: Boring Started: 1/26/2015 Drill Rig: Track Project No.: N RQD % Penetration Per foot 43s 3m 5s 3m 16s 3m 6s 2m 58s 48s 51s 2m 28s 2m 29s 55s 3m 5s 3m 8s LABORATORY TORVANE/HP (tsf) Boring Completed: 1/30/2015 Driller: BK Exhibit: A-3 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI

19 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-B Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 1 of 3 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION I-77 HDD Latitude: Longitude: Surface Elev.: 906 (Ft.) DEPTH ELEVATION (Ft.) 0.1 TOPSOIL (1") 906 SILTY CLAYEY SAND WITH GRAVEL (SC-SM), gray, medium dense DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD % Penetration Per foot LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/ CLAYEY SAND (SC), trace gravel, dark grayish-brown, loose SILTY SAND (SM), trace gravel, reddish-brown, very loose to loose POORLY GRADED SAND WITH SILT (SP-SM), trace gravel, light brown, very loose Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS Water observed at 7 feet while drilling Water observed at 10.5 feet at completion of drilling Morrison Road Columbus, Ohio See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= N=3 Hammer Type: Automatic Notes: Grounwater sample was collected at 25 feet while drilling. Water properties are: Temp. 42F, TDS 354ppm, Conductivity 557microS/cm, Salt Concentration 450ppm, ph 7.89 Boring Started: 12/17/2014 Drill Rig: Track Project No.: N Driller: BK Boring Completed: 12/18/2014 Exhibit: A-4

20 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-B Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 2 of 3 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION I-77 HDD Latitude: Longitude: Surface Elev.: 906 (Ft.) DEPTH ELEVATION (Ft.) POORLY GRADED SAND WITH SILT (SP-SM), trace gravel, light brown, very loose (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD % Penetration Per foot LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI N=9 20 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/ SILTY SAND (SM), trace gravel, light brown, dense SILTY CLAYEY SAND (SC-SM), light olive brown, dense, noted coal fragments SILTY CLAYEY SAND (SC-SM), reddish-brown, very dense, noted coal fragments CLAYEY SAND (SC), trace gravel, reddish-brown, medium dense, noted coal fragments Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS Water observed at 7 feet while drilling Water observed at 10.5 feet at completion of drilling Morrison Road Columbus, Ohio See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N=23 Hammer Type: Automatic Notes: Water was added at 28 feet while drilling Boring Started: 12/17/2014 Drill Rig: Track Project No.: N Driller: BK Boring Completed: 12/18/2014 Exhibit: A-4

21 PROJECT: ETC Rover Pipeline BORING LOG NO. D4-B Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 3 of 3 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION I-77 HDD Latitude: Longitude: Surface Elev.: 906 (Ft.) DEPTH ELEVATION (Ft.) CLAYEY SAND (SC), trace gravel, reddish-brown, medium dense, noted coal fragments (continued) SILTY SAND (SM), dark brown, medium dense DEPTH (Ft.) 55 WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 18 FIELD TEST RESULTS N=12 RQD % Penetration Per foot LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) 15 ATTERBERG LIMITS LL-PL-PI THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/24/ LEAN CLAY WITH SAND (CL), gray, hard, noted coal fragments Boring Terminated at 60 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: 3.25" Hollow Stem Auger Abandonment Method: Boring backfilled with cement/bentonite grout upon completion. WATER LEVEL OBSERVATIONS Water observed at 7 feet while drilling Water observed at 10.5 feet at completion of drilling Morrison Road Columbus, Ohio 18 See Exhibit A-1 for description of field procedures See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N=36 Hammer Type: Automatic Notes: Boring Started: 12/17/2014 Drill Rig: Track Project No.: N (HP) Driller: BK Boring Completed: 12/18/2014 Exhibit: A-4

22

23 APPENDIX B LABORATORY TESTING

24 Geotechnical Data Report Proposed I-77 HDD Cores D4-A and D4-B Stark County, Ohio March 3, 2015 Terracon Project No. N Laboratory Testing As a part of the laboratory testing program, the soil samples were classified in the laboratory based on visual observation, and texture. The soil descriptions presented on the boring logs for native soils are in accordance with our enclosed General Notes and Unified Soil Classification System (USCS). A brief description of the Unified System is included in this report. Classification was predominantly by visual manual procedures. Moisture content, grain size analysis, Atterberg limit, Jar Slake and unconfined compressive strength tests were performed on selected samples. Chloride corrosivity testing was also performed on groundwater sample. The results of this laboratory testing are presented on the boring logs and laboratory data sheets included in Appendix B. Responsive Resourceful Reliable Exhibit B-1

25 Particle Size Distribution Report in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) 1 3/4 1/2 3/8 #4 #10 #20 #40 #100 # Soil Description Light gray SILTY SAND with gravel Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D 10 = C u = C c = Classification USCS= SM AASHTO= A-4(0) Remarks F.M.=2.43 * (no specification provided) Source of Sample: D4-A Sample Number: S-2 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 8.5'-10.0' Client: Project: Project No: 2/20/15 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: CG Exhibit B-2

26 Particle Size Distribution Report in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) 3/4 1/2 3/8 #4 #10 #20 #40 #100 # mm mm mm mm mm mm Soil Description Dark grayish brown CLAYEY SAND, trace gravel Atterberg Limits PL= 13 LL= 22 PI= 9 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D 10 = C u = C c = Classification USCS= SC AASHTO= A-2-4(0) Remarks F.M.=2.31 * (no specification provided) Source of Sample: D4-B Sample Number: S-2 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 8.5'-10.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-3

27 4 7 PLASTICITY INDEX LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils CL or OL CH or OH 10 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Dark grayish brown CLAYEY SAND, trace gravel SC Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" Date: Source of Sample: D4-B Depth: 8.5'-10.0' Sample Number: S-2 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-4

28 Particle Size Distribution Report in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) 3/8 #4 #10 #20 #40 #100 # mm mm mm mm mm mm Soil Description Light brown poorly graded SAND with silt, trace gravel Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D 10 = C u = C c = 4.71 Classification USCS= SP-SM AASHTO= A-1-b Remarks F.M.=2.03 * (no specification provided) Source of Sample: D4-B Sample Number: S-6 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 28.5'-30.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-5

29 Particle Size Distribution Report in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) / / / # # # # # # mm mm mm mm mm mm. 8.7 * (no specification provided) Source of Sample: D4-B Sample Number: S-10 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 48..5'-50.0' Client: Project: Project No: Soil Description Reddish brown CLAYEY SAND, trace gravel Atterberg Limits PL= 15 LL= 23 PI= 8 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D 10 = C u = C c = 3.79 USCS= F.M.=2.32 SC Classification AASHTO= A-2-4(0) Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" N Remarks Date: Tested By: DS Checked By: AM Exhibit B-6

30 4 7 PLASTICITY INDEX LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils CL or OL CH or OH 10 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Reddish brown CLAYEY SAND, trace gravel SC Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" Date: Source of Sample: D4-B Depth: 48..5'-50.0' Sample Number: S-10 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-7

31 Particle Size Distribution Report in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 #10 #20 #30 #40 #60 #100 #140 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) 3/8 #4 #10 #20 #40 #100 # mm mm mm mm mm mm Soil Description Gray LEAN CLAY with sand Atterberg Limits PL= 16 LL= 32 PI= 16 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D 10 = C u = C c = Classification USCS= CL AASHTO= A-6(10) Remarks F.M.=0.41 * (no specification provided) Source of Sample: D4-B Sample Number: S-12 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 58.5'-60.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-8

32 4 7 PLASTICITY INDEX LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils CL or OL CH or OH 10 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Gray LEAN CLAY with sand CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" Date: Source of Sample: D4-B Depth: 58.5'-60.0' Sample Number: S-12 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-9

33 Exhibit B-10

34 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-11

35 Exhibit B-12

36 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-13

37 Exhibit B-14

38 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-15

39 Exhibit B-16

40 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-17

41 Exhibit B-18

42 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-19

43 Exhibit B-20

44 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-21

45 Exhibit B-22

46 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-23

47 Client: Project Consultant Services, Inc. Project: Proposed Rover ETC Pipeline Project Project No.: N Sample Depth (ft) 1 Hour 4 Hour Hour Material ph (Water) ph (Final) D4-A Shale D4-A Shale D4-A Shale D4-A Shale D4-A Shale D4-A Shale D4-A Shale D4-A Shale D4-A Siltstone D4-A Shale D4-A Shale D4-A Shale D4-A Siltstone D4-A Shale Jar Slake Index( Ij) General behavior during test Degrades rapidly into a pile of flakes or mud Breaks readily and/or forms many chips Breaks slowly and/or forms few chips Breaks rapidly and/or develops several fractures Breaks slowly and/or develops few fractures Very little or no change *Test conducted in general accordance with WSDOT Test Method T 501 Terracon Consultants, Inc. Exhibit B-24

48 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project N Terracon Sample D4-A (31.0 ) Pre Soak Sample D4-A (31.0 ) Post 24 Hour Soak Sample D4-A (37.2 ) Pre Soak Sample D4-A (37.2 ) Post 24 Hour Soak Sample D4-A (47.0 ) Pre Soak Sample D4-A (47.0 ) Post 24 Hour Soak Exhibit B-25

49 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project N Terracon Sample D4-A (56.7 ) Pre Soak Sample D4-A (56.7 ) Post 24 Hour Soak Sample D4-A (62.2 ) Pre Soak Sample D4-A (62.2 ) Post 24 Hour Soak Sample D4-A (72.2 ) Pre Soak Sample D4-A (72.2 ) Post 24 Hour Soak Exhibit B-26

50 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project N Terracon Sample D4-A (74.9 ) Pre Soak Sample D4-A (74.9 ) Post 24 Hour Soak Sample D4-A (79.2 ) Pre Soak Sample D4-A (79.2 ) Post 24 Hour Soak Sample D4-A (84.5 ) Pre Soak Sample D4-A (84.5 ) Post 24 Hour Soak Exhibit B-27

51 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project N Terracon Sample D4-A (102.8 ) Pre Soak Sample D4-A (102.8 ) Post 24 Hour Soak Sample D4-A (114.2 ) Pre Soak Sample D4-A (114.2 ) Post 24 Hour Soak Sample D4-A (119.3 ) Pre Soak Sample D4-A (119.3 ) Post 24 Hour Soak Exhibit B-28

52 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project N Terracon Sample D4-A (126.2 ) Pre Soak Sample D4-A (126.2 ) Post 24 Hour Soak Sample D4-A (132.1 ) Pre Soak Sample D4-A (132.1 ) Post 24 Hour Soak Exhibit B-29

53 #=AR# Pace Analytical Services, Inc. Not NELAP Accredited 4860 Blazer Parkway Dublin, OH (614) Pace Analytical Services, Inc Moller Road Indianapolis, IN (317) ANALYTICAL RESULTS Project: Pace Project No.: Geotechnical Investigation Sample: D4-B Lab ID: Collected: 12/18/14 08:00 Received: 01/16/15 10:22 Matrix: Water Parameters Results Units Report Limit DF Prepared Analyzed CAS No. Qual 4500 Chloride Analytical Method: SM 4500-Cl-E Chloride 57.3 mg/l /20/15 15: H3 REPORT OF LABORATORY ANALYSIS Date: 01/26/ :36 PM This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, Inc.. Exhibit B-30

54 #=QC# Pace Analytical Services, Inc. Not NELAP Accredited 4860 Blazer Parkway Dublin, OH (614) Pace Analytical Services, Inc Moller Road Indianapolis, IN (317) QUALITY CONTROL DATA Project: Pace Project No.: Geotechnical Investigation QC Batch: QC Batch Method: WETA/14386 SM 4500-Cl-E Analysis Method: Analysis Description: SM 4500-Cl-E 4500 Chloride Associated Lab Samples: , , , , METHOD BLANK: Associated Lab Samples: , , , , Parameter Units Blank Result Matrix: Water Reporting Limit Analyzed Chloride mg/l ND /20/15 15:02 Qualifiers LABORATORY CONTROL SAMPLE: Parameter Units Spike Conc. LCS Result LCS % Rec % Rec Limits Chloride mg/l Qualifiers MATRIX SPIKE SAMPLE: Parameter Units Result Spike Conc. MS Result MS % Rec % Rec Limits Chloride mg/l Qualifiers MATRIX SPIKE & MATRIX SPIKE DUPLICATE: MS Spike Parameter Units Result Conc. MSD Spike Conc MS Result MSD Result MS % Rec MSD % Rec Max % Rec Limits RPD RPD Chloride mg/l Qual Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result. REPORT OF LABORATORY ANALYSIS Date: 01/26/ :36 PM This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, Inc.. Exhibit B-31

55 #=QL# Pace Analytical Services, Inc. Not NELAP Accredited 4860 Blazer Parkway Dublin, OH (614) Pace Analytical Services, Inc Moller Road Indianapolis, IN (317) QUALIFIERS Project: Pace Project No.: Geotechnical Investigation DEFINITIONS DF - Dilution Factor, if reported, represents the factor applied to the reported data due to changes in sample preparation, dilution of the sample aliquot, or moisture content. ND - Not Detected at or above adjusted reporting limit. J - Estimated concentration above the adjusted method detection limit and below the adjusted reporting limit. MDL - Adjusted Method Detection Limit. PQL - Practical Quantitation Limit. RL - Reporting Limit. S - Surrogate 1,2-Diphenylhydrazine (8270 listed analyte) decomposes to Azobenzene. Consistent with EPA guidelines, unrounded data are displayed and have been used to calculate % recovery and RPD values. LCS(D) - Laboratory Control Sample (Duplicate) MS(D) - Matrix Spike (Duplicate) DUP - Sample Duplicate RPD - Relative Percent Difference NC - Not Calculable. SG - Silica Gel - Clean-Up U - Indicates the compound was analyzed for, but not detected. N-Nitrosodiphenylamine decomposes and cannot be separated from Diphenylamine using Method The result reported for each analyte is a combined concentration. Pace Analytical is TNI accredited. Contact your Pace PM for the current list of accredited analytes. TNI - The NELAC Institute. ANALYTE QUALIFIERS H3 P6 Sample was received or analysis requested beyond the recognized method holding time. Matrix spike recovery was outside laboratory control limits due to a parent sample concentration notably higher than the spike level. Date: 01/26/ :36 PM REPORT OF LABORATORY ANALYSIS This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, Inc.. Exhibit B-32

56 APPENDIX C SUPPORTING DOCUMENTS

57

58 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Coarse Grained Soils: More than 50% retained on No. 200 sieve Fine-Grained Soils: 50% or more passes the No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Sands: 50% or more of coarse fraction passes No. 4 sieve Silts and Clays: Liquid limit less than 50 Silts and Clays: Liquid limit 50 or more Group Symbol Soil Classification Group Name B Clean Gravels: Cu 4 and 1 Cc 3 E GW Well-graded gravel F Less than 5% fines C Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G,H More than 12% fines C Fines classify as CL or CH GC Clayey gravel F,G,H Clean Sands: Cu 6 and 1 Cc 3 E SW Well-graded sand I Less than 5% fines D Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I Sands with Fines: Fines classify as ML or MH SM Silty sand G,H,I More than 12% fines D Fines classify as CL or CH SC Clayey sand G,H,I Inorganic: Organic: Inorganic: Organic: PI 7 and plots on or above A line J CL Lean clay K,L,M PI 4 or plots below A line J ML Silt K,L,M Liquid limit - oven dried Liquid limit - not dried 0.75 OL Organic clay K,L,M,N Organic silt K,L,M,O PI plots on or above A line CH Fat clay K,L,M PI plots below A line MH Elastic Silt K,L,M Liquid limit - oven dried Liquid limit - not dried 0.75 OH Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat Organic clay K,L,M,P Organic silt K,L,M,Q A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add with cobbles or boulders, or both to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D 60 /D 10 Cc = D (D ) 2 x D 60 F If soil contains 15% sand, add with sand to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add with organic fines to group name. I If soil contains 15% gravel, add with gravel to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add with sand or with gravel, whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add sandy to group name. M If soil contains 30% plus No. 200, predominantly gravel, add gravelly to group name. N PI 4 and plots on or above A line. O PI 4 or plots below A line. P PI plots on or above A line. Q PI plots below A line. Exhibit C-2

59 DESCRIPTION OF ROCK PROPERTIES WEATHERING Fresh Very slight Slight Moderate Moderately severe Severe Very severe Complete Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline. Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer. Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock. All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist s pick. All rock except quartz discolored or stained. Rock fabric clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left. All rock except quartz discolored or stained. Rock fabric discernible, but mass effectively reduced to soil with only fragments of strong rock remaining. Rock reduced to soil. Rock fabric not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description of rock not to be confused with Moh s scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist s pick. Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of a geologist s pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist s pick. Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail. Joint, Bedding, and Foliation Spacing in Rock a Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. 1 ft. Close Thin 1 ft. 3 ft. Moderately close Medium 3 ft. 10 ft. Wide Thick More than 10 ft. Very wide Very thick a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. Rock Quality Designator (RQD) a Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90 Excellent No Visible Separation Tight Good Less than 1/32 in. Slightly Open Fair 1/32 to 1/8 in. Moderately Open Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide a. RQD (given as a percentage) = length of core in pieces Greater than 0.1 ft. Wide 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual. Exhibit C-3

60 ETC Rover Pipeline Project Terracon Project No: N Photograph 1: Sample-1 Depth: feet Photograph 2: Sample-2 Depth: feet Boring D4-A Exhibit C-4

61 ETC Rover Pipeline Project Terracon Project No: N Photograph 3: Sample-3 Depth: feet Photograph 4: Sample-4 Depth: feet Boring D4-A Exhibit C-4

62 ETC Rover Pipeline Project Terracon Project No: N Photograph 5: Sample-5 Depth: feet Photograph 6: Sample-6 Depth: feet Boring D4-A Exhibit C-4

63 ETC Rover Pipeline Project Terracon Project No: N Photograph 7: Sample-R-1, 2 Depth: feet Photograph 8: Sample-R-3, 4 Depth: feet Boring D4-A Exhibit C-4

64 ETC Rover Pipeline Project Terracon Project No: N Photograph 9: Sample-R-5, 6 Depth: feet Photograph 10: Sample-R-7, 8 Depth: feet Boring D4-A Exhibit C-4

65 ETC Rover Pipeline Project Terracon Project No: N Photograph 11: Sample-R-9, 10 Depth: feet Photograph 12: Sample-R-11, 12 Depth: feet Boring D4-A Exhibit C-4

66 ETC Rover Pipeline Project Terracon Project No: N Photograph 13: Sample-R-13, 14 Depth: feet Photograph 14: Sample-15, 16 Depth: feet Boring D4-A Exhibit C-4

67 ETC Rover Pipeline Project Terracon Project No: N Photograph 15: Sample-R-17, 18 Depth: feet Photograph 16: Sample-R-19, 20 Depth: feet Boring D4-A Exhibit C-4

68 ETC Rover Pipeline Project Terracon Project No: N Photograph 17: Sample-R-21, 22 Depth: feet Photograph 18: Sample-R-23 Depth: feet Boring D4-A Exhibit C-4

69 ETC Rover Pipeline Project Terracon Project No: N Photograph 1: Sample-1 Depth: feet Photograph 2: Sample-2 Depth: feet Boring D4-B Exhibit C-4

70 ETC Rover Pipeline Project Terracon Project No: N Photograph 3: Sample-3 Depth: feet Photograph 4: Sample-4 Depth: feet Boring D4-B Exhibit C-4

71 ETC Rover Pipeline Project Terracon Project No: N Photograph 5: Sample-5 Depth: feet Photograph 6: Sample-6 Depth: feet Boring D4-B Exhibit C-4

72 ETC Rover Pipeline Project Terracon Project No: N Photograph 7: Sample-7 Depth: feet Photograph 8: Sample-8 Depth: feet Boring D4-B Exhibit C-4

73 ETC Rover Pipeline Project Terracon Project No: N Photograph 9: Sample-9 Depth: feet Photograph 10: Sample-10 Depth: feet Boring D4-B Exhibit C-4

74 ETC Rover Pipeline Project Terracon Project No: N Photograph 11: Sample-11 Depth: feet Photograph 12: Sample-12 Depth: feet Boring D4-B Exhibit C-4