Geotechnical Data Report

Transcription

1 Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan May 29, 2015 Terracon Project No. N Prepared for: Project Consulting Services, Inc. Prepared by: Terracon Consultants - MI, Inc. Columbus, Ohio

2 May 29, 2015 Project Consulting Services, Inc. 155 Lafayette Road Suite 2 North Hampton, NH Attn: Re: Mr. Ronald P. Gourgeot, Jr., P.E. P: [603] E: rgourgeot@projectconsulting.com Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan Terracon Project No. N Dear Mr. Gourgeot: Terracon Consultants-MI, Inc. (Terracon) has completed the geotechnical field and laboratory services for the Proposed State Road 52 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-MI, Inc. Mohammad Kayser Staff Engineer Steven B. Larimer Senior Staff Geologist Prasad S. Rege, P.E. Regional Manager/Senior Principal Terracon Consultants-MI, 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 and Rock 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-52 APPENDIX C SUPPORTING DOCUMENTS General Notes... Exhibit C-1 Unified Soil Classification System... Exhibit C-2 Description of Rock Properties... Exhibit C-3 Soil/Rock Sample Photos... Exhibit C-4 Responsive Resourceful Reliable

4 GEOTECHNICAL DATA REPORT PROPOSED STATE ROAD 52 HDD CORES E2-D AND E2-E WASHTENAW COUNTY, MICHIGAN Terracon Project No. N May 29, INTRODUCTION This report presents the results of our geotechnical field and laboratory services performed for the Proposed State Road 52 HDD located in Washtenaw County, Michigan. Our scope of work for this project included the advancement of two (2) borings, designated E2-D and E2-E to depths ranging from approximately to feet below the existing ground surface, respectively; visual classification and laboratory testing of representative soil and rock samples; groundwater sample lab results (if possible) 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 East Austin Road using horizontal directional drilling means and methods for the Rover Pipeline Project. Details are presented below for your information. Locations Item Description Boring E2-D (42 8'36.59"N, 84 0'47.07"W) is located on the southeast side of the State Road 52 and East Austin Road Intersection. Boring E2-E (42 08'49.3"N, 84 00'37.8"W) is located on the northeast side of State Road 52 and East Austin Road Intersection. Current Ground Cover Existing Topography Structures The existing ground cover in the area of the proposed HDD crossing 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 889 to 927 feet. Horizontally directionally drilled (HDD) natural gas pipeline crossings. An old railroad line and several pipelines are located in the vicinity of the proposed HDD. Responsive Resourceful Reliable 1

5 Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan May 29, 2015 Terracon Project No. N SUBSURFACE CONDITIONS 3.1 Geology The E2 HDD test borings lie within the Southern Upland Hilly Moraine Physiographic Region of Michigan which dominates much of the interior part of the lower half of the Lower Peninsula. This region is largely made up of a series of looping end moraines from to 25 miles apart. The moraines are low ridges, and the area between them is often much flatter and is generally composed for outwash plains or ground moraine. The region as a whole can be characterized as gently rolling to hilly with a considerable amount of relatively level topography and many lakes and poorly drained land. For agriculture and industry, this is one of the best developed parts of the state. On the northern edge of the region, a high sandy plain marks the dividing line between the densely populated portions of the Lower Peninsula and the more sparsely populated areas to the north. Bedrock within the test area is sedimentary from the Mississippian Cold Water Shale Formation consisting primarily of shale with secondary amounts of limestone and minor amounts of dolostone (dolomite), sandstone, and siltstone. The Coldwater conformably overlies the Sunbury and Ellsworth Shales and conformably underlies the Marshall Sandstone. Unit consists predominantly of gray to bluish gray shale. Its clay minerals are chiefly illite and kaolinite with minor chlorite. Other lithologies occur in the Coldwater and their distributions divide the formation into distinct eastern and western faces. In the eastern half of the basin, beds of silty and sandy shale, siltstone and fine-grained sandstone are common, and increase in abundance and coarseness to the west and up section. In the western half of the basin the Coldwater shales are more calcareous and beds of glauconitic, fossiliferous limestone and dolostone occur frequently especially in the middle and upper portions of the formation. Two marker beds can be traced over long distances: the Lime and the Red Rock beds. The Lime occurs throughout the western part of the basin and is commonly 6 to 1 m thick. The Red Rock is more extensive and occurs in all parts of the basin except the extreme northeast. It is typically 3 to 6 m thick and locally reaches 15 m. Near surface soils at test boring E2-D is from the Morley Loam Series. Morley soils formed in as much as 18 inches of loess and in the underlying Wisconsinan-age clay loam or silty clay loam till. These soils are found on till plains and moraines. Near surface soils at test boring E2-E are from the Fox Sandy Loam Series. The Fox soils formed in thin loess and in loamy alluvium or just in loamy alluvium overlying stratified calcareous sandy outwash or gravelly outwash on outwash plains, stream terraces, valley trains, kames, and glacial moraines. Responsive Resourceful Reliable 2

6 Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan May 29, 2015 Terracon Project No. N Typical Subsurface Profile Boring E2-D encountered native cohesive soil (lean clay, sandy silty clay, sandy lean clay and lean clay with sand) of stiff to very hard consistency and native granular soils (sandy silt, silty sand, and well graded sand with silt and gravel) of medium dense to very dense relative density to a depth of about feet below existing ground surface. The overburden soils were underlain by boulders and cobbles to a depth of about feet below existing ground surface. The boulder and cobble zone was underlain by sandstone bedrock to the test boring termination depth of about feet below the existing ground surface. Boring E2-E encountered predominantly native granular soils (poorly graded sand with gravel, sandy silt, silty sand, silty sand with gravel, sandy silt, well graded sand with silt and gravel, poorly graded sand with silt and gravel, and well graded sand) of medium dense to very dense relative density with intermittent native cohesive soils (sandy silty clay, lean clay with sand and lean clay) of hard to very hard consistency to a depth of about 8.0 feet below existing ground surface. The overburden soils were underlain by boulders and cobbles to a depth of about feet below existing ground surface. The boulder and cobble zone was underlain by sedimentary bedrock consisting of shale and sandstone bedrock to the termination depth of the boring, about 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. Details for each of the borings can be found on the boring logs included in Appendix A of this report. 3.3 Water Level Observations The boreholes were observed while drilling for the presence and level of groundwater. Groundwater was encountered respectively in borings E2-D and E2-E at depths of about 42.0 and 20.5 feet. 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. Responsive Resourceful Reliable 3

7 Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan May 29, 2015 Terracon Project No. N GEOTECHNICAL DESIGN PARAMETERS 4.1 Soil and Rock Parameters Based on the borings and laboratory test results, the following soil and rock parameters may be considered for design: Soil description Medium dense granular soils (poorly graded sand with gravel, sandy silt, silty sand, silty sand with gravel) Dense to very dense granular soils (silty sand with gravel, sandy silt, well graded sand with silt and gravel, poorly graded sand with silt and gravel, and well graded sand) Average Undrained Shear Strength, s u (psf) Angle of Internal Friction, φ (degrees) Total Unit Weight of Soil, γ (pcf) Stiff to cohesive soils (lean clay) Hard cohesive soils (lean clay, sandy silty clay, sandy lean clay and lean clay with sand) Rock description Average Unconfined Compressive Strength (tsf) Total Unit Weight of Rock, γ (pcf) Moderately hard (sandstone) Soft to very soft (sandstone and shale) 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 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. Responsive Resourceful Reliable 4

8 Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan May 29, 2015 Terracon Project No. N 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 express 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. Responsive Resourceful Reliable 5

9 APPENDIX A FIELD EXPLORATION

10 Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan May 29, 2015 Terracon Project No. N Field Exploration Description The subsurface exploration consisted of drilling and sampling two (2) borings at the site to a depth range of about to 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 43.5 and 23.5 feet in borings E2-D and E2-E 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). This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils. 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). 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 split-barrel 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%-0%), 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, Responsive Resourceful Reliable Exhibit A-1

11 sampling intervals, and any groundwater conditions. The borings were backfilled with cement bentonite grout prior to the drill crew leaving the site. 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 E2-E E2-D 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: May Morrison Road Columbus, Ohio PH. (614) FAX. (614) TEST BORING LOCATION PLAN State Road 52 HDD Cores E2-D and E2-E Various Locations in Michigan Washtenaw County, Michigan Exhibit A-2

13 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-D Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 1 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: DEPTH TOPSOIL (18") Surface Elev.: 927 (Ft.) ELEVATION (Ft.) 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 1.5 LEAN CLAY (CL), trace sand, trace gravel, olive yellow to light olive brown, very stiff to hard THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ SANDY SILT (ML), trace gravel, olive brown, medium dense LEAN CLAY (CL), dark gray, stiff 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 42 feet while sampling 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= Hammer Type: Automatic Notes: Boring Started: 5/1/2015 Drill Rig: Track Project No.: N (HP) 4.5+ (HP) 1.0 (HP) Driller: CS Boring Completed: 5/6/2015 Exhibit: A

14 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-D Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 2 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: Surface Elev.: 927 (Ft.) DEPTH ELEVATION (Ft.) LEAN CLAY (CL), dark gray, stiff (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 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ WELL GRADED SAND WITH SILT (SW-SM), trace gravel, gray and pale brown, dense SILTY SAND (SM), gray and pale brown, dense SILTY SAND (SM), trace gravel, light yellowish brown, dense 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 42 feet while sampling 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=37 Hammer Type: Automatic Notes: Grounwater sample was collected at 42 feet. Water properties are: Temp. 65F, TDS 730ppm, Salt Concentration 500ppm, ph 6.59, Conductivity 63microS/m Boring Started: 5/1/2015 Drill Rig: Track Project No.: N Driller: CS Boring Completed: 5/6/2015 Exhibit: A-3

15 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-D Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 3 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: Surface Elev.: 927 (Ft.) DEPTH ELEVATION (Ft.) SILTY SAND (SM), trace gravel, light yellowish brown, dense (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 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ SANDY SILTY CLAY (CL-ML), trace gravel, gray, very stiff BOULDERS & COBBLES WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM), grayish-brown, dense SANDY LEAN CLAY (CL), trace gravel, dark grayish-brown, hard to very hard 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 42 feet while sampling 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=78 50/5" Hammer Type: Automatic Notes: Boring Started: 5/1/2015 Drill Rig: Track Project No.: N (HP) Driller: CS Boring Completed: 5/6/2015 Exhibit: A

16 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-D Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 4 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: DEPTH SANDY LEAN CLAY (CL), trace gravel, dark grayish-brown, hard to very hard (continued) Surface Elev.: 927 (Ft.) ELEVATION (Ft.) 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. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ noted cobbles and boulders from 78.0 to 79.5', 82.0 to 83.0' and 91.0 to 91.8' WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM), dark grayish-brown, very dense LEAN CLAY WITH SAND (CL), trace gravel, dark grayish-brown, hard to very hard 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 42 feet while sampling 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. 50/4" 28-50/4" 44-50/1" 50/5" N=63 Hammer Type: Automatic Notes: Boring Started: 5/1/2015 Drill Rig: Track Project No.: N Boring Completed: 5/6/2015 Driller: CS Exhibit: A-3

17 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-D Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 5 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: Surface Elev.: 927 (Ft.) DEPTH ELEVATION (Ft.) LEAN CLAY WITH SAND (CL), trace gravel, dark grayish-brown, hard to very hard (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 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ LEAN CLAY (CL), trace sand, trace gravel, dark grayish-brown, hard to very hard SANDY SILT (ML), trace gravel, grayish-brown, very dense 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 42 feet while sampling 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 /4" /6" 32-50/6" /5" /5" 21 Hammer Type: Automatic Notes: Switched from auger to 3.5' Boring Started: 5/1/2015 Boring Completed: 5/6/2015 Drill Rig: Track Driller: CS Project No.: N Exhibit: A-3

18 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-D Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 6 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: Surface Elev.: 927 (Ft.) DEPTH ELEVATION (Ft.) SANDY SILT (ML), trace gravel, grayish-brown, very dense (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 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ LEAN CLAY WITH SAND (CL), grayish-brown, hard to very hard BOULDERS & COBBLES SANDSTONE, slightly weathered, moderately hard, very close to close joints, thin bedded, poor RQD, open to slightly open, gray, interbedded with 149.0' to 149.7', argillaceous zone 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 42 feet while sampling 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 /5" N= /3" 50/3" 50/1" Hammer Type: Automatic Notes: Boring Started: 5/1/2015 Drill Rig: Track Project No.: N m 5m Driller: CS Boring Completed: 5/6/2015 Exhibit: A

19 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-D Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 7 of 7 SITE: Market Segment (various locations in MI) THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/15 GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: DEPTH ELEVATION (Ft.) SANDSTONE, slightly weathered, moderately hard, very close to close joints, thin bedded, poor RQD, open to slightly open, gray, interbedded with siltstone (continued) Qu = ' to 153.5', argillaceous zones Qu = 153.5ft Boring Terminated at 155 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 42 feet while sampling Surface Elev.: 927 (Ft.) 772 DEPTH (Ft.) 155 WATER LEVEL OBSERVATIONS 800 Morrison Road Columbus, Ohio SAMPLE TYPE 72 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 RQD=37 37 Hammer Type: Automatic Notes: Boring Started: 5/1/2015 Drill Rig: Track Project No.: N RQD % Penetration Per Foot 40s 2m 58s 5m 5m 40s 3m 58s 1m 53s LABORATORY TORVANE/HP (tsf) Boring Completed: 5/6/2015 Driller: CS Exhibit: A-3 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI

20 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-E Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 1 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: DEPTH TOPSOIL (18") Surface Elev.: 889 (Ft.) ELEVATION (Ft.) 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 1.5 POORLY GRADED SAND WITH GRAVEL (SP), light yellowish-brown, medium dense THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ SILTY SAND (SM), trace gravel, light yellowish-brown, medium dense SILTY SAND WITH GRAVEL (SC-SM), very dark grayish-brown, medium dense POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), olive yellow, medium dense 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 20.5 feet while sampling 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=29 Hammer Type: Automatic Notes: Grounwater sample was collected at 42 feet. Water properties are: Temp. 49.6F, TDS 480ppm, Salt Concentration 3ppm, ph 7.15, Conductivity 660microS/m Boring Started: 4/24/2015 Drill Rig: Track Project No.: N Driller: CS Boring Completed: 4/30/2015 Exhibit: A-4

21 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-E Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 2 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: Surface Elev.: 889 (Ft.) DEPTH ELEVATION (Ft.) POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), olive yellow, medium dense (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 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ SANDY SILT (ML), trace gravel, very dark grayish-brown, very dense SANDY SILTY CLAY (CL-ML), trace gravel, very dark grayish-brown, hard to very hard BOULDERS & COBBLES 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 20.5 feet while sampling 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 /6" N= N= N=66 50/3" Hammer Type: Automatic Notes: Boring Started: 4/24/2015 Drill Rig: Track Project No.: N Boring Completed: 4/30/2015 Driller: CS Exhibit: A-4

22 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-E Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 3 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: DEPTH BOULDERS & COBBLES(continued) Surface Elev.: 889 (Ft.) ELEVATION (Ft.) 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. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM), gray to dark gray, dense SILTY SAND (SM), trace gravel, gray, very dense LEAN CLAY (CL), trace sand, trace gravel, gray, hard WELL GRADED SAND (SW), trace silt, gray, very dense 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 20.5 feet while sampling 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=53 Hammer Type: Automatic Notes: Boring Started: 4/24/2015 Drill Rig: Track Project No.: N (HP) Driller: CS Boring Completed: 4/30/2015 Exhibit: A-4

23 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-E Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 4 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: Surface Elev.: 889 (Ft.) DEPTH ELEVATION (Ft.) SILTY SAND (SM), gray, very dense cobbles encountered while 75.5'-76.5' 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. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ SILTY SAND WITH GRAVEL (SM), gray, very dense cobbles encountered while 81.5' cobbles encountered while 84.5' cobbles encountered while 89.0' cobbles encountered while 96.0' 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 20.5 feet while sampling 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= /5" 48-50/3" 50/5" 49-50/4" Hammer Type: Automatic Notes: Boring Started: 4/24/2015 Drill Rig: Track Project No.: N Boring Completed: 4/30/2015 Driller: CS Exhibit: A-4

24 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-E Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 5 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: Surface Elev.: 889 (Ft.) DEPTH ELEVATION (Ft.) SILTY SAND WITH GRAVEL (SM), gray, very dense (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 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/ LEAN CLAY WITH SAND (CL), trace gravel, grayish-brown to gray, hard 8.0 BOULDERS & COBBLES cored through boulders and cobble, boulder types range from limestone, dolomite, shale, sandstone - 2 inch maximum size, granite gravel observed at 120.0' to 121.5', lost recovery - washed out clay SHALE, moderately to moderately severely weathered, moderately hard to soft, very close to close, very thin bedded, very poor to fair RQD, tight to open, gray to dark gray, interbedded with siltstone 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 20.5 feet while sampling 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=65 50/0" RQD=7 RQD=0 7 0 Hammer Type: Automatic Notes: 5m 09s 1m 05s 5m 20s 5m 35s 3m 50s 4m 39s 6m 40s 3m 40s 2m 00s 2m 05s 3m 41s 8m 22s 3m 15s 8m 05s 7m 4.5+ (HP) Started advancing through augers using tricone and open mud rotary. 1.5' switched from augers to Boring Started: 4/24/2015 Drill Rig: Track Project No.: N Driller: CS Boring Completed: 4/30/2015 Exhibit: A-4

25 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-E Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 6 of 7 SITE: Market Segment (various locations in MI) THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/15 GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: DEPTH ELEVATION (Ft.) SHALE, moderately to moderately severely weathered, moderately hard to soft, very close to close, very thin bedded, very poor to fair RQD, tight to open, gray to dark gray, interbedded with siltstone (continued) Qu = 133.8ft SANDSTONE, slightly weathered to fresh, moderately hard, close to moderatley close, thin to medium bedded, good RQD, slightly open to open, gray, interbedded with siltstone SHALE, moderately to very severely weathered, soft to moderately hard, very close to close joints, very thin bedded, good RQD, tight to open, dark gray, carbonaceous, interbedded with 145.5' to 142.8', arenaceous zone SANDSTONE, slightly weathered, moderately hard, close to moderately close, thin bedded, good to excellent RQD, tight to open, gray, micaceous, interbedded with siltstone Qu = 144.7ft Qu = 149ft 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 20.5 feet while sampling Surface Elev.: 889 (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 RQD=53 RQD=85 RQD= Hammer Type: Automatic Notes: Boring Started: 4/24/2015 Drill Rig: Track Project No.: N RQD % Penetration Per Foot s 7m 12s 6m 20s 6m 30s 6m 25s 7m s 6m 15s 5m 40s 7m 05s 5m 25s 3m 00s 3m 20s 5m 14s 4m 07s 4m 37s 4m 55s 4m 57s 3m 30s 4m 09s 3m 40s 3m 20s 3m 05s 2m 00s 2m 45s 2m 27s 1m LABORATORY TORVANE/HP (tsf) Boring Completed: 4/30/2015 Driller: CS Exhibit: A-4 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI

26 PROJECT: ETC Rover Pipeline BORING LOG NO. E2-E Project Consulting Services, Inc. CLIENT: North Hampton, NH Page 7 of 7 SITE: Market Segment (various locations in MI) GRAPHIC LOG LOCATION State Road 52 HDD Latitude: Longitude: ' to 150.0', arenaceous zone Boring Terminated at 150 Feet Surface Elev.: 889 (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD % Penetration Per Foot 56s LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. PROJECT CONSULTING SERVICES LOG ETC ROVER PIPELINE MARKET LOGS.GPJ N-60 TEST.GPJ 5/29/15 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 20.5 feet while sampling 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. 800 Morrison Road Columbus, Ohio Hammer Type: Automatic Notes: Boring Started: 4/24/2015 Drill Rig: Track Project No.: N Boring Completed: 4/30/2015 Driller: CS Exhibit: A-4

27

28 APPENDIX B LABORATORY TESTING

29 Geotechnical Data Report Proposed State Road 52 HDD Cores E2-D and E2-E Washtenaw County, Michigan May 29, 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, and Atterberg limit tests were performed on selected samples. 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

30 PCS Prop.Rover ETC Pipeline - "MARKET" Segment E2-D N Boring Sample Depth Gravel Sand Silt Clay Fines LL PL Moisture USCS E2-D ysat (1) pcf ysat (2) pcf ysat (3) pcf S S-2 8.5'-.0' CL S S '-20.0' NP NP 14 ML S S '-30.0' NV NP 2 SW-SM S S '-40.0' NP NP 19 SM S S- 48.5'-50.0' NP NP 20 SM S S '-60.0' CL-ML S S '-70.0' CL S S '-80.0' CL S S '-90.0' CL S S '-0.0' CL S S S '-120.0' CL S S '-130.0' NP NP 16 ML S S '-140.0' CL S yw (pcf) ysat (1) - Assumed specific gravity of 2.65 ysat (2) - Assumed specific gravity of 2.70 ysat (3) - Assumed specific gravity of 2.72 yw - Wet Unit weight (Measured) Page 1 Exhibit B-2

31 PCS Prop.Rover ETC Pipeline - "MARKET" Segment N Boring Sample Depth Gravel Sand Silt Clay Fines LL PL Moisture USCS E2-E ysat (1) pcf ysat (2) pcf ysat (3) pcf S S-2 8.5'-.0' NP NP 7 SM S S '-20.0' NP NP 8 SM S S '-30.0' NP NP 8 ML S S '-40.0' CL-ML S S S '-60.0' NP NP 17 SM S S '-70.0' CL S S '-80.0' NP NP 17 SM S S '-90.0' NP NP 12 SM S S '-0.0' NP NP SM S S yw (pcf) ysat (1) - Assumed specific gravity of 2.65 ysat (2) - Assumed specific gravity of 2.70 ysat (3) - Assumed specific gravity of 2.72 yw - Wet Unit weight (Measured) Exhibit B-3

32 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Olive yellow LEAN CLAY, trace sand, trace gravel Atterberg Limits PL= 18 LL= 38 PI= 20 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = USCS= F.M.=0. CL Classification AASHTO= Remarks A-6(19) * (no specification provided) Source of Sample: E2-D Sample Number: S-2 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 8.5'-.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-4

33 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 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Olive yellow LEAN CLAY, trace sand, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 8.5'-.0' Sample Number: S-2 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-5

34 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # Soil Description Olive brown SANDY 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 = C u = C c = USCS= F.M.=0.70 ML Classification AASHTO= Remarks A-4(0) * (no specification provided) Source of Sample: E2-D Sample Number: S-4 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 18.5'-20.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-6

35 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Gray and pale brown well graded SAND with silt, trace gravel Atterberg Limits PL= NP LL= NV PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = 1.52 Classification USCS= SW-SM AASHTO= A-1-b Remarks F.M.=3.31 * (no specification provided) Source of Sample: E2-D 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 - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-7

36 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Gray and pale brown SILTY SAND Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = 0.50 D 15 = D = C u = C c = 1.92 Classification USCS= SM AASHTO= A-2-4(0) Remarks F.M.=1.09 * (no specification provided) Source of Sample: E2-D Sample Number: S-8 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 38.5'-40.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-8

37 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # Soil Description Light yellowish brown SILTY SAND, trace gravel Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= SM AASHTO= A-4(0) Remarks F.M.=0.75 * (no specification provided) Source of Sample: E2-D Sample Number: S- TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 48.5'-50.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-9

38 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) / / / # # 87.2 # # # # mm mm mm mm mm mm * (no specification provided) Source of Sample: E2-D Sample Number: S-12 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 58.5'-60.0' Client: Project: Project No: Soil Description Gray SANDY SILTY CLAY, trace gravel Atterberg Limits PL= 11 LL= 17 PI= 6 Coefficients D 90 = D 85 = D 60 = 0.77 D 50 = D 30 = D 15 = D = C u = C c = USCS= F.M.=1.33 CL-ML Classification AASHTO= A-4(0) Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Remarks Date: Tested By: DS Checked By: AM Exhibit B-

39 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 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Gray SANDY SILTY CLAY, trace gravel CL-ML Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 58.5'-60.0' Sample Number: S-12 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-11

40 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Dark grayish brown SANDY LEAN CLAY, trace gravel Atterberg Limits PL= LL= 18 PI= 8 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-4(1) Remarks F.M.=0.76 * (no specification provided) Source of Sample: E2-D Sample Number: S-14 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 68.5'-70.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-12

41 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 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 SANDY LEAN CLAY, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 68.5'-70.0' Sample Number: S-14 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-13

42 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) 1/2 3/8 #4 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Dark grayish brown SANDY LEAN CLAY, trace gravel Atterberg Limits PL= LL= 18 PI= 8 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-4(1) Remarks F.M.=0.90 * (no specification provided) Source of Sample: E2-D Sample Number: S-16 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 78.5'-80.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-14

43 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 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 SANDY LEAN CLAY, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 78.5'-80.0' Sample Number: S-16 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-15

44 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) 1/2 3/8 #4 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Dark grayish brown SANDY LEAN CLAY, trace gravel Atterberg Limits PL= 11 LL= 20 PI= 9 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-4(2) Remarks F.M.=0.63 * (no specification provided) Source of Sample: E2-D Sample Number: S-18 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 88.5'-90.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-16

45 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 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 SANDY LEAN CLAY, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 88.5'-90.0' Sample Number: S-18 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-17

46 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Dark grayish brown LEAN CLAY with sand, trace gravel Atterberg Limits PL= 11 LL= 24 PI= 13 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-6(7) Remarks F.M.=0.35 * (no specification provided) Source of Sample: E2-D Sample Number: S-20 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 98.5'-0.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-18

47 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 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 LEAN CLAY with sand, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 98.5'-0.0' Sample Number: S-20 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-19

48 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Dark grayish brown LEAN CLAY, trace sand, trace gravel Atterberg Limits PL= 12 LL= 20 PI= 8 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-4(4) Remarks F.M.=0.08 * (no specification provided) Source of Sample: E2-D Sample Number: S-24 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 118.5'-120.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-20

49 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 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 LEAN CLAY, trace sand, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 118.5'-120.0' Sample Number: S-24 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-21

50 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) #4 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Grayish brown SANDY SILT Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= ML AASHTO= A-4(0) Remarks F.M.=0. * (no specification provided) Source of Sample: E2-D Sample Number: S-26 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 128.5'-130.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-22

51 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) #4 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Grayish brown LEAN CLAY with sand Atterberg Limits PL= 12 LL= 22 PI= Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-4(5) Remarks F.M.=0.25 * (no specification provided) Source of Sample: E2-D Sample Number: S-28 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 138.5'-140.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-23

52 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 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Grayish brown LEAN CLAY with sand CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-D Depth: 138.5'-140.0' Sample Number: S-28 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-24

53 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) 1/2 3/8 #4 # #20 #40 #0 # Soil Description Light yellowish brown SILTY SAND, trace gravel Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= SM AASHTO= A-2-4(0) Remarks F.M.=1.77 * (no specification provided) Source of Sample: E2-E Sample Number: S-2 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 8.5'-.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-25

54 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) /4 1/2 3/8 #4 # #20 #40 #0 # Soil Description Very dark grayish brown 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 = C u = C c = Classification USCS= SM AASHTO= A-4(0) Remarks F.M.=2.63 * (no specification provided) Source of Sample: E2-E Sample Number: S-4 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 18.5'-20.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-26

55 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # Soil Description Very dark grayish brown SANDY 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 = C u = C c = USCS= F.M.=1.08 ML Classification AASHTO= Remarks A-4(0) * (no specification provided) Source of Sample: E2-E 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 - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-27

56 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) / / / # # 87.2 # # # # mm mm mm mm mm mm * (no specification provided) Source of Sample: E2-E Sample Number: S-8 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 38.5'-40.0' Client: Project: Project No: Soil Description Very dark grayish brown SANDY SILTY CLAY, trace gravel Atterberg Limits PL= LL= 17 PI= 7 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = USCS= F.M.=1.25 CL-ML Classification AASHTO= A-4(0) Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Remarks Date: Tested By: DS Checked By: AM Exhibit B-28

57 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 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Very dark grayish brown SANDY SILTY CLAY, trace gravel CL-ML Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-E Depth: 38.5'-40.0' Sample Number: S-8 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-29

58 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # Soil Description Gray SILTY SAND, trace gravel Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = 0.22 D = C u = C c = Classification USCS= SM AASHTO= A-2-4(0) Remarks F.M.=1.19 * (no specification provided) Source of Sample: E2-E 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 - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-30

59 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #40 #0 # mm mm mm mm mm mm Soil Description Gray LEAN CLAY, trace sand, trace gravel Atterberg Limits PL= 16 LL= 31 PI= 15 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-6(13) Remarks F.M.=0.27 * (no specification provided) Source of Sample: E2-E Sample Number: S-14 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 68.5'-70.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-31

60 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 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, trace sand, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" Date: Source of Sample: E2-E Depth: 68.5'-70.0' Sample Number: S-14 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-32

61 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) #4 # #20 #40 #0 # Soil Description Gray SILTY SAND Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= SM AASHTO= A-2-4(0) Remarks F.M.=1.05 * (no specification provided) Source of Sample: E2-E Sample Number: S-16 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 78.5'-80.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-33

62 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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) 1.0 3/4 1/2 3/8 #4 # #20 #40 #0 # Soil Description Gray SILTY SAND with gravel Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = D 85 =.2129 D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= SM AASHTO= A-2-4(0) Remarks F.M.=2.80 * (no specification provided) Source of Sample: E2-E Sample Number: S-18 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 88.5'-90.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-34

63 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #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 # #20 #0 # Soil Description 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 = C u = C c = Classification USCS= SM AASHTO= A-2-4(0) Remarks F.M.=2.74 * (no specification provided) Source of Sample: E2-E Sample Number: S-20 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 98.5'-0.0' Client: Project: Project No: Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MARKET SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-35

64 Exhibit B-36

65 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-37

66 Exhibit B-38

67 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-39

68 Exhibit B-40

69 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-41

70 Exhibit B-42

71 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-43

72 Exhibit B-44

73 ETC Rover Pipeline Project Terracon Project No: N Exhibit B-45

74 Client: Project Consultant Services, Inc. Project: Proposed Rover ETC Pipeline Project Project No.: N Sample Depth 1 Hour 4 Hour Hour Material ph (water) ph (Final) E2-D Sandstone/Siltstone 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-46

75 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project N Terracon Sample E2-D (149.6 ) Pre Soak Sample E2-D (149.6 ) Post 24 Hour Soak Exhibit B-47

76 Client: Project Consultant Services, Inc. Project: Proposed Rover ETC Pipeline Project Project No.: N Sample Depth 1 Hour 4 Hour Hour Material ph (water) ph (Final) E2-E Shale E2-E 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-48

77 Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project N Terracon Sample E2-E (124.1 ) Pre Soak Sample E2-E (124.1 ) Post 24 Hour Soak Sample E2-E (142.2 ) Pre Soak Sample E2-E (142.2 ) Post 24 Hour Soak Exhibit B-49

78 #=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: E2-D Lab ID: Collected: 05/01/15 09:30 Received: 05/14/15 08:35 Matrix: Water Parameters Results Units Report Limit DF Prepared Analyzed CAS No. Qual 4500 Chloride Analytical Method: SM 4500-Cl-E Chloride 148 mg/l /22/15 15: REPORT OF LABORATORY ANALYSIS Date: 05/26/ :57 PM This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, Inc.. Exhibit B-50

79 #=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/16143 SM 4500-Cl-E Associated Lab Samples: , Analysis Method: Analysis Description: SM 4500-Cl-E 4500 Chloride METHOD BLANK: Associated Lab Samples: , Parameter Units Blank Result Matrix: Water Reporting Limit Analyzed Chloride mg/l ND /22/15 14:29 Qualifiers LABORATORY CONTROL SAMPLE: Parameter Units Spike Conc. LCS Result LCS % 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 MATRIX SPIKE SAMPLE: Parameter Units Result Spike Conc. MS Result MS % Rec Chloride mg/l M0 % Rec Limits Qualifiers 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: 05/26/ :57 PM This report shall not be reproduced, except in full, without the written consent of Pace Analytical Services, Inc.. Exhibit B-51

80 #=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 dilution of the sample aliquot. 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 decomposes to and cannot be separated from Azobenzene using Method The result for each analyte is a combined concentration. 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 M0 Matrix spike recovery and/or matrix spike duplicate recovery was outside laboratory control limits. Date: 05/26/ :57 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-52

81 APPENDIX C SUPPORTING DOCUMENTS

82

83 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 Cc = D (D 30 ) 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

84 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. ft. Wide Thick More than 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

85 ETC Rover Pipeline Project Terracon Project No: N Photograph 1: Sample-1 Depth: feet Photograph 2: Sample-2 Depth: feet Boring E2-D Exhibit C-4

86 ETC Rover Pipeline Project Terracon Project No: N Photograph 3: Sample-3 Depth: feet Photograph 4: Sample-4 Depth: feet Boring E2-D Exhibit C-4

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96 ETC Rover Pipeline Project Terracon Project No: N Photograph 23: Sample-R-2 Depth: feet Photograph 24: Sample-R-3 Depth: feet Boring E2-D Exhibit C-4

97 ETC Rover Pipeline Project Terracon Project No: N Photograph 25: Sample-R-4 Depth: feet Photograph 26: Sample-R-5 Depth: feet Boring E2-D Exhibit C-4

98 ETC Rover Pipeline Project Terracon Project No: N Photograph 1: Sample-1 Depth: feet Photograph 2: Sample-2 Depth: feet Boring E2-E Exhibit C-4

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103 ETC Rover Pipeline Project Terracon Project No: N Photograph 11: Sample-12 Depth: feet Photograph 12: Sample-13 Depth: feet Boring E2-E Exhibit C-4

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107 ETC Rover Pipeline Project Terracon Project No: N Photograph 19: Sample-20 Depth: feet Photograph 20: Sample-21 Depth: feet Boring E2-E Exhibit C-4

108 ETC Rover Pipeline Project Terracon Project No: N Photograph 21: Sample-22 Depth: feet Photograph 22: Sample-R-1 Depth: feet Boring E2-E Exhibit C-4

109 ETC Rover Pipeline Project Terracon Project No: N Photograph 23: Sample-R-2 Depth: feet Photograph 24: Sample-R-3 Depth: feet Boring E2-E Exhibit C-4