Geotechnical Data Report

Transcription

1 Geotechnical Data Report Proposed Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio February 14, 2015 Terracon Project No. N Prepared for: Project Consulting Services, Inc. Prepared by: Terracon Consultants, Inc. Columbus, Ohio

2 February 14, 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 Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio Terracon Project No. N Dear Mr. Gourgeot: Terracon Consultants, Inc. (Terracon) has completed the geotechnical field and laboratory services for the proposed Prairie Lane HDD Cores D7-A and D7-B 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 Prasad S. Rege, P.E. Office Manager/Senior Principal Steven B. Larimer Staff Geologist 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-26 APPENDIX C SUPPORTING DOCUMENTS General Notes... Exhibit C-1 Unified Soil Classification System... Exhibit C-2 Soil Sample Photos... Exhibit C-3 Responsive Resourceful Reliable

4 GEOTECHNICAL DATA REPORT PROPOSED PRAIRIE LANE HDD CORES D7-A AND D7-B WAYNE COUNTY, OHIO Terracon Project No. N February 14, INTRODUCTION This report presents the results of our geotechnical field and laboratory services performed for the proposed Prairie lane HDD Cores D7-A and D7-B located in Wayne County, Ohio. Our scope of work for this project included the advancement of two (2) borings, designated D7-A and D7-B to depths ranging from approximately 70 to 80 feet below the existing ground surface, visual classification and laboratory testing of representative soil 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 Prairie lane road using horizontal directional drilling means and methods for the Rover Pipeline Project. Details are presented below for your information. Locations Item Description Boring D7-A (40 44'40.65"N, 81 56'27.15"W) is located on the east side of the Prairie lane road and W. Messner Road intersection. Boring D7-B (40 44'54.29"N, 81 56'41.05"W) located on the west side of the intersection. An oil well is located in the vicinity of the HDD alignment. 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, large water bodies and wooded areas. Based on provided survey information, the ground surface elevation across the proposed HDD pipeline alignment ranges from about elevation 845 to 850 feet. Some large water bodies run in a generally northwest-southeast direction across the proposed HDD alignment. Horizontally directionally drilled (HDD) natural gas pipeline crossings. Responsive Resourceful Reliable 1

5 Geotechnical Data Report Proposed Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio February 14, 2015 Terracon Project No. N SUBSURFACE CONDITIONS 3.1 Geology The project area is located in the physiographic region known as the Central Lowland Till Plain generally characterized as having Pleistocene-age cohesive till and, more specifically, within the Killbuck-Glaciated Pittsburgh Plateau (Ridges and flat uplands generally above 1200 feet, covered with thin drift and dissected by steep valleys; valley segments alternate between broad drift-filled and narrow rock-walled reaches; elevation feet) overlying Mississippianage sedimentary bedrock from the Maxville Limestone; Rushville, Logan, and Cuyhoga Formations, Undivided. Bedrock was not encountered in the borings at this site. D7-A Luray Silty Clay Loam The Luray series consists of very deep, very poorly drained soils formed in silty lacustrine material or slack water sediments located in slight depressions or on level areas on lake plains, terraces, outwash plains, and in small local areas on till plains. The soils formed in stratified lacustrine material or slack water sediments of Wisconsinan age with dominant textures of silt loam and silty clay loam. Slope ranges from 0 to 2 percent. D7-B Linwood Muck and Gravel pits are located immediately east and south of the boring location and include the Linwood series consisting of very deep, very poorly drained soils formed in highly decomposed woody, organic materials underlain by loamy till at depths of 16 to 51 inches. These soils are in drainage-ways and depressions on end moraines, end moraines, ground moraines, outwash plains, and lake plains. Linwood soils formed in former lakes or ponds that range in size from a few acres to several hundred acres. Slope ranges from 0 to 2 percent. The boring location is bordered along the east side by the: Wallkill silt Loam (flood plains) The Wallkill series consists of very deep, very poorly drained soils formed in alluvium overlying organic soil material. They are nearly level soils that occur on flood plains or around margins of organic soils adjacent to uplands. Wallkill soils formed in alluvial mineral soil deposits over organic soil materials. They occur along streams that run through organic soil areas and along the margins of depressional areas adjacent to upland mineral soils. Saturated hydraulic conducticity of the mineral portion is moderately high to high, and the organic portion is high to very high. Slope ranges from 0 to 3 percent. 3.2 Typical Subsurface Profile Boring D7-A initially penetrated an organic clay of medium stiff consistency to an approximate depth of 8.5 feet. This soil layer was underlain by native cohesive soils (fat clay, lean clay and Responsive Resourceful Reliable

6 Geotechnical Data Report Proposed Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio February 14, 2015 Terracon Project No. N sandy silty clay) of medium stiff to very stiff consistency which extended to an approximate depth of 23.5 feet below the existing ground surface. Native granular soils (poorly graded sand with silt, silty sand, silty clayey sand with gravel, well graded sand with silt and gravel; and sandy silt) of very loose to very dense relative density were encountered below the native cohesive soils. These soils extended to an approximate depth of 58.5 feet below the existing ground surface. The granular soils, in turn, were underlain by native cohesive soils (lean clay with sand and silty clay with sand) of hard consistency which extended to the test boring termination depth of 70 feet below the existing ground surface. Boring D7-B encountered native cohesive soils (sandy lean clay, lean clay with sand and sandy silty clay) of very soft to medium stiff consistency to an approximate depth of 28.5 feet below the existing ground surface. These cohesive soils were underlain by native granular soils (clayey sand with gravel, silty sand with gravel, silty sand, clayey sand, well graded sand with silt and gravel; and poorly graded sand with silt) of medium dense to dense relative density which extended to an approximate depth of 65 feet below the existing ground surface. The granular soils were underlain by native cohesive soil layer (fat clay and lean clay) to the termination depth of approximately 80 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 encountered within the sandy silty clay layer in borings D7-A and lean clay with sand layer in boring D7-B at a depth interval of about 25 to 28.5 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

7 Geotechnical Data Report Proposed Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio February 14, 2015 Terracon Project No. N GEOTECHNICAL DESIGN PARAMETERS 4.1 Soil Parameters Based on the borings and laboratory test results, the following shear strength and unit weight values may be considered for design: Soil description Medium stiff cohesive soils (organic clay) Medium stiff cohesive soils (fat clay, lean clay, sandy silty clay and sandy lean clay) Stiff cohesive soils (sandy lean clay) Very stiff cohesive soils (fat clay, and lean clay) Very loose to loose granular soils (poorly graded sand with silt) Medium dense granular soils (silty sand, silty sand with gravel, well graded sand with silt and gravel, clayey sand and poorly graded sand with silt) Dense to very dense granular soils (silty clayey sand with gravel, well graded sand with silt and gravel, and poorly graded sand with silt) Average Undrained Shear Strength, s u (psf) Angle of Internal Friction, φ (degrees) Total Unit Weight of Soil, 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. Responsive Resourceful Reliable

8 Geotechnical Data Report Proposed Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio February 14, 2015 Terracon Project No. N 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. 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

9 APPENDIX A FIELD EXPLORATION

10 Geotechnical Data Report Proposed Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio February 14, 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 70 to 80 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 25 feet in both borings 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. 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. 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. 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

11 D7-B D7-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: FEB Morrison Road Columbus, Ohio PH. (614) FAX. (614) TEST BORING LOCATION PLAN Prairie Lane HDD Cores D7-A and D7-B Various Locations in Ohio Wayne County, Ohio Exhibit A-2

12 PROJECT: ETC Rover Pipeline BORING LOG NO. D7-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 1 of 3 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION Prairie Lane HDD Latitude: Longitude: DEPTH 0.5 TOPSOIL (6") ORGANIC CLAY (OH), black, medium stiff Surface Elev.: 845 (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS 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 2/11/ FAT CLAY (CH), gray, medium stiff LEAN CLAY (CL), trace sand, trace gravel, gray, medium stiff SANDY SILTY CLAY (CL-ML), trace gravel, gray, medium stiff POORLY GRADED SAND WITH SILT (SP-SM), dark 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 19 feet while drilling 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: N= N= N= N= N=0 1.0 (HP) 1.0 (HP) Water sample was collected at 25 feet while drilling. Temp = 45.8F, TDS = 267ppm, Salt concentration = 160ppm, Conductivity = 377microS/cm, ph = 8.32 Water was added at 25 feet to assist drilling Boring Started: 12/16/2014 Drill Rig: Track Project No.: N Driller: BK Boring Completed: 12/17/2014 Exhibit: A-3

13 PROJECT: ETC Rover Pipeline BORING LOG NO. D7-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 2 of 3 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION Prairie Lane HDD Latitude: Longitude: Surface Elev.: 845 (Ft.) DEPTH ELEVATION (Ft.) POORLY GRADED SAND WITH SILT (SP-SM), dark brown, very loose (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI 28.5 SILTY SAND (SM), trace gravel, gray, medium dense N=24 13 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/11/ SILTY CLAYEY SAND WITH GRAVEL (SC-SM), gray, dense SILTY SAND (SM), trace gravel, gray, very dense WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM), dark brown, very dense POORLY GRADED SAND WITH SILT (SP-SM), trace gravel, dark 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 19 feet while drilling 800 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 Hammer Type: Automatic Notes: Boring Started: 12/16/2014 Drill Rig: Track Project No.: N N= /4" N= N=37 Driller: BK Boring Completed: 12/17/2014 Exhibit: A-3

14 PROJECT: ETC Rover Pipeline BORING LOG NO. D7-A Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 3 of 3 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION Prairie Lane HDD Latitude: Longitude: DEPTH POORLY GRADED SAND WITH SILT (SP-SM), trace gravel, dark brown, very dense (continued) Surface Elev.: 845 (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI 4 50/4" 55 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/11/ LEAN CLAY WITH SAND (CL), trace gravel, black, very stiff SILTY CLAY WITH SAND (CL-ML), gray, very stiff Boring Terminated at 70 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 19 feet while drilling 800 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 Hammer Type: Automatic Notes: Boring Started: 12/16/2014 Drill Rig: Track Project No.: N N= N= N= (HP) Driller: BK Boring Completed: 12/17/2014 Exhibit: A-3

15 PROJECT: ETC Rover Pipeline BORING LOG NO. D7-B Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 1 of 4 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION Prairie Lane HDD Latitude: Longitude: Surface Elev.: 850 (Ft.) DEPTH ELEVATION (Ft.) 0.8 TOPSOIL (9") 849 SANDY LEAN CLAY (CL), trace gravel, black and gray, medium stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS 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 2/11/ LEAN CLAY WITH SAND (CL), trace gravel, brown and gray, soft SANDY SILTY CLAY (CL-ML), gray, medium stiff LEAN CLAY WITH SAND (CL), trace gravel, gray, soft 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 25 feet while drilling 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: N= N= N= N= N=2 Water was added at 25 feet to assist drilling Boring Started: 12/15/2014 Drill Rig: Track Project No.: N (HP) 1.0 (HP) 1.0 (HP) 1.0 (HP) Driller: BK Boring Completed: 12/16/2014 Exhibit: A-4

16 PROJECT: ETC Rover Pipeline BORING LOG NO. D7-B Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 2 of 4 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION Prairie Lane HDD Latitude: Longitude: Surface Elev.: 850 (Ft.) DEPTH ELEVATION (Ft.) LEAN CLAY WITH SAND (CL), trace gravel, gray, soft (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI 28.5 SILTY SAND WITH GRAVEL (SM), gray, medium dense N=21 13 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/11/ WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM), dark brown, medium dense SILTY SAND (SM), trace gravel, dark brown, 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 25 feet while drilling 800 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 Hammer Type: Automatic Notes: N= N= N= N= Water sample was collected at 28.5 feet while drilling. Temp = 42.5F, TDS = 526ppm, Salt concentration = 351ppm, Conductivity = 736microS/cm, ph = 6.53 Boring Started: 12/15/2014 Drill Rig: Track Project No.: N Boring Completed: 12/16/2014 Driller: BK Exhibit: A-4

17 PROJECT: ETC Rover Pipeline BORING LOG NO. D7-B Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 3 of 4 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION Prairie Lane HDD Latitude: Longitude: Surface Elev.: 850 (Ft.) DEPTH ELEVATION (Ft.) SILTY SAND (SM), trace gravel, dark brown, medium dense (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI N=17 13 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL ETC ROVER PIPLINE MAINLINE.GPJ TERRACON2012.GDT 2/11/ CLAYEY SAND (SC), trace gravel, gray, medium dense FAT CLAY (CH), gray, very stiff LEAN CLAY (CL), trace sand, trace gravel, gray, very 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 25 feet while drilling 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: 12/15/2014 Drill Rig: Track Project No.: N N= N= N= N= (HP) 2.75 (HP) 3.25 (HP) Driller: BK Boring Completed: 12/16/2014 Exhibit: A-4

18 PROJECT: ETC Rover Pipeline BORING LOG NO. D7-B Project Consulting Services, Inc. CLIENT: New Hampton, NH Page 4 of 4 SITE: Mainline Segment (various locations in OH) GRAPHIC LOG LOCATION Prairie Lane HDD Latitude: Longitude: Surface Elev.: 850 (Ft.) DEPTH ELEVATION (Ft.) LEAN CLAY (CL), trace sand, trace gravel, gray, very stiff (continued) Boring Terminated at 80 Feet DEPTH (Ft.) 80 WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 18 FIELD TEST RESULTS N=17 LABORATORY TORVANE/HP (tsf) WATER CONTENT (%) 20 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 2/11/15 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 25 feet while drilling 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: 12/15/2014 Drill Rig: Track Project No.: N Boring Completed: 12/16/2014 Driller: BK Exhibit: A-4

19

20 APPENDIX B LABORATORY TESTING

21 Geotechnical Data Report Proposed Prairie Lane HDD Cores D7-A and D7-B Wayne County, Ohio February 14, 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. 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

22 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= 20 LL= 39 PI= 19 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-6(18) Remarks F.M.=0.34 * (no specification provided) Source of Sample: D7-A Sample Number: S-3 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 13.5'-15.0' 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-2

23 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 - "MAIN LINE SEGMENT" Date: Source of Sample: D7-A Depth: 13.5'-15.0' Sample Number: S-3 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-3

24 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 Dark brown poorly graded SAND with 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 = 3.52 C c = 1.36 Classification USCS= SP-SM AASHTO= A-3 Remarks F.M.=1.32 * (no specification provided) Source of Sample: D7-A Sample Number: S-5 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 23.5'-25.0' 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-4

25 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) / / / # # 74.4 # # # # mm mm mm mm mm mm. 5.3 * (no specification provided) Source of Sample: D7-A Sample Number: S-7 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 33.5'-35.0' Client: Project: Project No: Soil Description Gray SILTY, CLAYEY SAND with 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 = 2.68 USCS= F.M.=2.69 SC-SM 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-5

26 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 SILTY, CLAYEY SAND with gravel SC-SM Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" Date: Source of Sample: D7-A Depth: 33.5'-35.0' Sample Number: S-7 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-6

27 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) / / / # # 70.2 # # # # mm mm mm mm mm mm. 2.3 * (no specification provided) Source of Sample: D7-A Sample Number: S-9 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 43.5'-45.0' Client: Project: Project No: Soil Description Dark brown well graded SAND with silt and 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 = 9.50 C c = 1.15 USCS= F.M.=3.25 SW-SM Classification AASHTO= A-1-b Project Consulting Services, Inc. Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" N Remarks Date: Tested By: DS Checked By: AM Exhibit B-7

28 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 Dark 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 = C u = 3.54 C c = 0.89 Classification USCS= SP-SM AASHTO= A-1-b Remarks F.M.=2.63 * (no specification provided) Source of Sample: D7-A 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 - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-8

29 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 Black LEAN CLAY with sand, trace gravel Atterberg Limits PL= LL= PI= Coefficients 81.5 D 90 = D 85 = 0.88 D 60 = D 50 = D 30 = D 15 = D = C u = C c = USCS= F.M.=0.29 Classification AASHTO= Remarks * (no specification provided) Source of Sample: D7-A 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-9

30 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 CLAY with sand Atterberg Limits PL= LL= PI= Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = USCS= F.M.=0.05 Classification AASHTO= Remarks * (no specification provided) Source of Sample: D7-A 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 - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-

31 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 Brown and gray LEAN CLAY with sand, trace gravel Atterberg Limits PL= 23 LL= 42 PI= 19 Coefficients D 90 = D 85 = 0.15 D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-7-6(16) Remarks F.M.=0.61 * (no specification provided) Source of Sample: D7-B Sample Number: S-3 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 13.5'-15.0' 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-11

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 CL-ML ML or OL MH or OH LIQUID LIMIT WATER CONTENT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Brown and gray LEAN CLAY with sand, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" Date: Source of Sample: D7-B Depth: 13.5'-15.0' Sample Number: S-3 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-12

33 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 with sand, trace gravel Atterberg Limits PL= 19 LL= 37 PI= 18 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.=0.55 * (no specification provided) Source of Sample: D7-B Sample Number: S-5 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 23.5'-25.0' 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-13

34 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 with sand, trace gravel CL Project No. N Client: Project Consulting Services, Inc. Remarks: Project: Proposed Rover ETC Pipeline Project - "MAIN LINE SEGMENT" Date: Source of Sample: D7-B Depth: 23.5'-25.0' Sample Number: S-5 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-14

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) /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 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= SM AASHTO= A-4(0) Remarks F.M.=3.00 * (no specification provided) Source of Sample: D7-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-15

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) 3/4 1/2 3/8 #4 # #20 #40 #0 # Soil Description Dark brown well graded SAND with silt and 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 = 1.86 Classification USCS= SW-SM AASHTO= A-1-b Remarks F.M.=3.34 * (no specification provided) Source of Sample: D7-B 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 - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-16

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) 3/8 #4 # #20 #40 #0 # Soil Description Dark 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.=1.32 * (no specification provided) Source of Sample: D7-B 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 - "MAIN LINE SEGMENT" N Date: Tested By: DS Checked By: AM Exhibit B-17

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) 3/4 1/2 3/8 #4 # #20 #40 #0 # Soil Description Dark brown SILTY SAND, trace gravel Atterberg Limits PL= NP LL= NP PI= NP Coefficients D 90 = 4.58 D 85 = D 60 = D 50 = D 30 = D 15 = 0.43 D = C u = C c = Classification USCS= SM AASHTO= A-1-b Remarks F.M.=3.05 * (no specification provided) Source of Sample: D7-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-18

39 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 CLAYEY SAND, trace gravel Atterberg Limits PL= 17 LL= 31 PI= 14 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= SC AASHTO= A-6(3) Remarks F.M.=2.12 * (no specification provided) Source of Sample: D7-B Sample Number: S-13 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 63.5'-65.0' 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-19

40 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 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: D7-B Depth: 63.5'-65.0' Sample Number: S-13 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-20

41 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= 19 LL= 35 PI= 16 Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= CL AASHTO= A-6(16) Remarks F.M.=0. * (no specification provided) Source of Sample: D7-B Sample Number: S-15 TERRACON CONSULTANTS, INC. Columbus, Ohio Depth: 73.5'-75.0' 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-21

42 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 - "MAIN LINE SEGMENT" Date: Source of Sample: D7-B Depth: 73.5'-75.0' Sample Number: S-15 TERRACON CONSULTANTS, INC. Columbus, Ohio Tested By: DS Checked By: AM Exhibit B-22

43 #=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: D7-A Lab ID: Collected: 12/17/14 09:30 Received: 01/16/15 :22 Matrix: Water Parameters Results Units Report Limit DF Prepared Analyzed CAS No. Qual 4500 Chloride Analytical Method: SM 4500-Cl-E Chloride 16.2 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-23

44 #=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: D7-B Lab ID: Collected: 12/16/14 15:00 Received: 01/16/15 :22 Matrix: Water Parameters Results Units Report Limit DF Prepared Analyzed CAS No. Qual 4500 Chloride Analytical Method: SM 4500-Cl-E Chloride 57.9 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-24

45 #=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-25

46 #=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-26

47 APPENDIX C SUPPORTING DOCUMENTS

48

49 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

50 ETC Rover Pipeline Project Terracon Project No: N Photograph 1: Sample-1 Depth: feet Photograph 2: Sample-2 Depth: feet Boring D7-A Exhibit C-3

51 ETC Rover Pipeline Project Terracon Project No: N Photograph 3: Sample-3 Depth: feet Photograph 4: Sample-4 Depth: feet Boring D7-A Exhibit C-3

52 ETC Rover Pipeline Project Terracon Project No: N Photograph 5: Sample-5 Depth: feet Photograph 6: Sample-6 Depth: feet Boring D7-A Exhibit C-3

53 ETC Rover Pipeline Project Terracon Project No: N Photograph 7: Sample-7 Depth: feet Photograph 8: Sample-8 Depth: feet Boring D7-A Exhibit C-3

54 ETC Rover Pipeline Project Terracon Project No: N Photograph 9: Sample-9 Depth: feet Photograph : Sample- Depth: feet Boring D7-A Exhibit C-3

55 ETC Rover Pipeline Project Terracon Project No: N Photograph 11: Sample-11 Depth: feet Photograph 12: Sample-12 Depth: feet Boring D7-A Exhibit C-3

56 ETC Rover Pipeline Project Terracon Project No: N Photograph 13: Sample-13 Depth: feet Photograph 14: Sample-14 Depth: feet Boring D7-A Exhibit C-3

57 ETC Rover Pipeline Project Terracon Project No: N Photograph 1: Sample-1 Depth: feet Photograph 2: Sample-2 Depth: feet Boring D7-B Exhibit C-3

58 ETC Rover Pipeline Project Terracon Project No: N Photograph 3: Sample-3 Depth: feet Photograph 4: Sample-4 Depth: feet Boring D7-B Exhibit C-3

59 ETC Rover Pipeline Project Terracon Project No: N Photograph 5: Sample-5 Depth: feet Photograph 6: Sample-6 Depth: feet Boring D7-B Exhibit C-3

60 ETC Rover Pipeline Project Terracon Project No: N Photograph 7: Sample-7 Depth: feet Photograph 8: Sample-8 Depth: feet Boring D7-B Exhibit C-3

61 ETC Rover Pipeline Project Terracon Project No: N Photograph 9: Sample-9 Depth: feet Photograph : Sample- Depth: feet Boring D7-B Exhibit C-3

62 ETC Rover Pipeline Project Terracon Project No: N Photograph 11: Sample-11 Depth: feet Photograph 12: Sample-12 Depth: feet Boring D7-B Exhibit C-3

63 ETC Rover Pipeline Project Terracon Project No: N Photograph 13: Sample-13 Depth: feet Photograph 14: Sample-14 Depth: feet Boring D7-B Exhibit C-3

64 ETC Rover Pipeline Project Terracon Project No: N Photograph 15: Sample-15 Depth: feet Boring D7-B Exhibit C-3