JOHNSON STREET BRIDGE REPLACEMENT PROJECT

JOHNSON STREET BRIDGE REPLACEMENT Victoria, BC GEOTECHNICAL INVESTIGATION REPORT Prepared for: City Hall No. 1 Centennial Square Victoria, BC VW 1P Prepared by: Stantec 7 Dominion Street, Suite 5 Burnaby, BC V5G L7 Tel: () -1 Fax: () -75 Project No.: 1559 October 19, 9

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Table of Contents TABLE OF CONTENTS 1 Introduction... 1 Site Background... 1.1 Site Description... 1. Stereo Air Photo Interpretation... Site Investigation and General Subsurface Conditions....1 Geotechnical Site Investigation.... General Subsurface Conditions.....1 Soil Conditions.....1.1 West Abutment/Approach Section.....1. Upper Victoria Harbour Section.....1. East Abutment/Approach Section..... Bedrock and Groundwater Conditions... 5 Closure... List of Tables Table 1: Provided Stereo Air Photographs... Table : Bedrock and Groundwater Elevation Summary... 5 List of Appendices Appendix A Appendix B Appendix C... Statement of General Conditions... Drawings... Borehole Records October 19, 9 Project No. 1559 i

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Section 1: Introduction 1 INTRODUCTION Stantec, acting in general accordance with the terms of reference provided in our June 1, 9 proposal (proposal no. 15), has completed a geotechnical investigation for the proposed Johnson Street Bridge Replacement Project (the Project) in Victoria, BC. The purposes of the geotechnical investigation were to identify subsurface soil conditions, as well as both current and historical site conditions, in order to provide the City of Victoria with information necessary to develop a preliminary design and alignment for a new bridge. The scope of work for this study consisted of a visual assessment of the site conditions, a review of historical air photographs of the Project site, a geotechnical drilling program, laboratory testing, and preparation of this report. The results of environmental and archaeological site assessments are presented under separate covers. SITE BACKGROUND.1 Site Description For the purposes of this report, the Project site has been divided into three sections: West Abutment/Approach; Upper Victoria Harbour; and, East Abutment/Approach. The existing E&N rail bridge bounds each of these sections to the south and the shorelines of the Harbour are the dividing lines between the sections. The West Abutment/Approach section is bounded to the west by the intersection of Esquimalt Road and Harbour Road, and to the north by a technology park and shipyard. The section slopes up at roughly % from the intersection of Esquimalt and Harbour Roads to the Galloping Goose Recreational Trail. An approximately 7 m wide area located immediately to the east of the Trail is relatively flat and lightly vegetated (i.e., grass covered). This 7 m wide area is approximately.5 m below the elevation of the E&N railway (to the south), and approximately 5.5 m above the average grade of the technology park (to the north). The 7 m wide area and the technology park are separated by a 1.5 m high lock block retaining wall and a cut slope. To the east of the 7 m wide area, the West Abutment/Approach section slopes down to the Upper Victoria Harbour at roughly 1% and is lightly vegetated with a few small trees. The Upper Victoria Harbour section is defined as the area between the east and west shorelines of the Harbour, within approximately m north of the existing E&N rail bridge. Barriers constructed of wooden piles and cross-bracing extend between 1 and 15 m north of the existing bridge piers and define the shipping lane beneath the existing bridge. Several wooden piles are located along the east shoreline and are visible during low tide. Both submerged and buried telephone conduits are known to traverse the Harbour within this section of the alignment. The East Abutment/Approach section is bounded to the east by Store Street (near the intersection of Pandora Avenue), and to the north by an undeveloped land parcel and a heritage building (Janion Building). The western 15 m of this section of the alignment is sand and gravel covered shoreline that slopes up from the Harbour at roughly 1%. To the west of the shoreline is a triangular area that October 19, 9 Project No. 1559 1

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Section : Site Background is relatively flat and covered with cobbles, boulders and vegetation (trees and shrubs). We understand that this triangular area is a Riparian Area of Interest. The remainder of this section (to the east of the triangular area) consists of an asphalt paved parking lot. The parking lot is approximately 5.5 m above the triangular area, and the slope between these two areas is at roughly 5% and covered with boulders (rip-rap).. Stereo Air Photo Interpretation Historical slope stability issues and historical shoreline erosion or erosion protection measures were evaluated based on visual site walkovers and a review of stereo air photographs. The stereo air photographs used in our evaluation were provided by the Geographic Information Centre at the University of British Columbia (Vancouver campus), and included the photograph stereo pairs listed below in Table 1. Table 1: Provided Stereo Air Photographs Flight No. Date ME5 9C May 5, 5 15BCB 97 March 1, 1997 15BCB 911 199 (unknown month) BC May 7, 19 15BC 5 May 7, 19 BCC 1 August, 197 A1 19 (unknown month) A51 19 (unknown month) The stereo air photographs, in conjunction with multiple visits to the Project site, provide no evidence of the presence of head scarps or slope failures along the east and west shorelines and adjacent parcels of land. Based on our review of the provided stereo air photographs, the West Abutment/Approach section of the proposed bridge alignment appears to be relatively unchanged since 19 in terms of development, topography, and vegetation. The East Abutment/Approach section has remained relatively unchanged since the stereo air photograph taken on May 7, 19. Prior to this date, the previously referenced triangular area (between the shoreline and the parking lot) was used for storage of marine supplies and materials. A wooden pier/dock structure was located beyond the shoreline prior to 19 (the wooden support piles of which remain visible today during times of low tide). The paved extension of Pandora Street (from Store Street to the Johnson Street Bridge) was completed between 197 and 197. October 19, 9 Project No. 1559

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Section : Site Investigation and General Subsurface Conditions SITE INVESTIGATION AND GENERAL SUBSURFACE CONDITIONS.1 Geotechnical Site Investigation Stantec completed a preliminary subsurface investigation program that consisted of twelve boreholes distributed across the proposed new bridge alignment. The locations of ten of the boreholes (BH9-1 to BH9-1) were selected by the Owner s Engineer, and adjusted in the field based on site access and environmental restrictions. The locations of the remaining two boreholes (BH9-11 and BH9-1) were selected by Stantec based on site access and findings from the initial phase of the investigation program. Six of the boreholes (BH9-1, BH9- to BH9-1) were completed in the East and West Abutment/Approach sections of the alignment using a truck-mounted drill rig with solid-stem auger capabilities. Four of these boreholes (BH9-1, BH9- to BH9-1) were completed on September, 9 with Sea to Sky Drilling Ltd. (Sea to Sky), while the remaining two boreholes (BH9-11 and BH9-1) were completed on September 1, 9 with Beck Drilling and Environmental Services Ltd. (Beck). These six boreholes were advanced to auger refusal on suspected bedrock, and representative soil samples were collected from the auger flights as drilling proceeded. Borehole BH9-9 was advanced to 15. m below existing site grade but did not terminate on bedrock. As a result, a Dynamic Cone Penetration Test (DCPT) was completed at the location of BH9-9 (with Beck). The DCPT refused on suspected bedrock at a depth of 17. m below existing site grade. The remaining six boreholes (BH9- to BH9-7) were completed from August 1 to September, 9 in Upper Victoria Harbour using a truck-mounted drill rig (operated by Sea to Sky) that was loaded on to a barge (operated by Spectrum Marine Services Inc). These six boreholes were completed to refusal on suspected bedrock using a wash rotary boring system and Standard Penetration Tests (SPTs). Soil samples were collected from the SPTs using a 5 mm diameter splitspoon sampler. The field work was continuously monitored by a Stantec representative, who identified the sample locations, classified the soils, kept a detailed log of each borehole, and observed and recorded pertinent site features. Representative soil samples were collected from the boreholes and brought to the Stantec soils laboratory in Burnaby, BC for further visual identification and classification, and natural water content measurements. The boreholes were carried out at locations shown on Drawing No. 1 (Appendix B). October 19, 9 Project No. 1559

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Section : Site Investigation and General Subsurface Conditions. General Subsurface Conditions The subsurface soil strata and groundwater conditions encountered in the boreholes are described in detail on the Borehole Records, with additional and supplementary information provided in this section. All soil descriptions and identifications were made in accordance with ASTM Standard D (Visual Manual Procedure). The detailed borehole logs, along with an explanation of the symbols and terms used in their description, are provided in Appendix C...1 Soil Conditions..1.1 West Abutment/Approach Section In general, the subsurface soil conditions within this section of the proposed bridge alignment consisted of approximately m of fill (clayey silt, sandy silt, and sandstone) over native deposits of brown, silty clay. The native silty clay encountered in this section of the alignment is generally firm to stiff, and transitions to very stiff with depth. The measured water content of the samples of silty clay ranged from 15 to 9%. The silty clay deposit is generally underlain by a.5 to 1 m thick layer of dense/stiff glacial till. The glacial till is, in turn, underlain by suspected bedrock...1. Upper Victoria Harbour Section In general, a layer of very soft, black clayey silt or very loose, grey sand was encountered at the surface of the Harbour bottom. These deposits typically contained some organics and shells, and varied in thickness from 1 to m. The black clayey silt and grey sand is underlain by very thick deposits of grey, silty clay. In-situ Torvane readings indicated that the silty clay deposit is generally very soft to soft; however, firm to stiff silty clay was encountered at depth within several of the boreholes completed in this section of the bridge alignment. Atterberg Limits tests on the samples of silty clay indicate that it is of high plasticity. The measured water content of samples of the silty clay ranged from 1 to 11%. Bedrock was encountered beneath the silty clay in each of the boreholes completed in this section of the bridge alignment. Based on samples collected and observations made during the drilling, the bedrock is grey Gabbro and is slightly fractured/broken at the surface...1. East Abutment/Approach Section Surficial soils in this section of the proposed new bridge alignment consisted of layers of variable fill. The fill within the existing east bridge abutment consists of loose gravelly sand, whereas the fill within the approach area (east of the existing bridge abutment) consisted of firm to stiff silty clay that contained some organics and debris (i.e., broken glass, pieces of brick). A layer of black, coal slag was encountered within the triangular parcel of land (located to the northeast of the existing bridge abutment). The elevation of the base of the fill layers ranges from Elev. 1. m to Elev..1 m (Geodetic). October 19, 9 Project No. 1559

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Section : Site Investigation and General Subsurface Conditions The fill is underlain by deposits of loose to medium dense silty sand and stiff, grey silty clay; however, a 75 mm thick layer of soft organic silt was encountered between the fill and silty clay at the location of borehole BH9-9. The silty sand and silty clay is underlain by suspected bedrock... Bedrock and Groundwater Conditions The boreholes for the preliminary subsurface investigation were all terminated on suspected bedrock. Based on the collected samples and observations made during the investigation, the bedrock consists of dark grey Gabbro and is slightly fractured or broken at the surface. The groundwater table was only encountered in the East Abutment/Approach section of the proposed bridge alignment, and only in three of the four boreholes within this section (BH9-, BH9-9, and BH9-11). The depth to the groundwater table will vary from year to year and from season to season, and will depend on many factors including surface and subsurface drainage, precipitation, and the hydrogeology of the area. A summary of the bedrock and groundwater elevations at the twelve borehole locations is provided in Table below. Table : Borehole Bedrock and Groundwater Elevation Summary Ground Surface/Water Elevation (Geodetic) Elevation of Refusal on Suspected Bedrock (Geodetic) Elevation of Groundwater Table (Geodetic) BH9-1.1 m 1. m Not encountered *BH9-1.9 m -1. m --- *BH9-1.9 m -. m --- *BH9-1. m -19. m --- *BH9-5.9 m -.5 m --- *BH9-. m -5. m --- *BH9-7. m -1. m --- BH9-. m -.5 m.7 m BH9-9 9.1 m -.1 m.9 m BH9-1. m -. m Not encountered BH9-11.7 m -. m 1.9 m BH9-1. m. m Not encountered *Indicates borehole was drilled on a barge in Upper Victoria Harbour. To account for the variation in the tide height throughout the day, the water elevation for the boreholes drilled on the barge in Upper Victoria Harbour (BH9- to BH9-7) was averaged over the duration of the drilling period. October 19, 9 Project No. 1559 5

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Section : Closure CLOSURE This report was prepared for the exclusive use of and their agents. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Stantec. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of, who is identified as the Client within the Statement of General Conditions, and its agents to review the conditions and to notify Stantec should any of these not be satisfied. The Statement of General Conditions addresses the following: Use of the report Basis of the report Standard of care Interpretation of site conditions Varying or unexpected site conditions Planning, design or construction This report has been prepared by Adam McIntyre, B.A.Sc., EIT and Thomas Crilly, M.Sc., P.Eng. Respectfully submitted, Stantec Consulting Ltd. Original signed by: Adam McIntyre, B.A.Sc., EIT Engineer, Geotechnical Group Original signed by: Thomas Crilly, M.Sc., P.Eng Senior Engineer, Geotechnical Group AM/TC/zn [File Ref: P:\_CMiC Projects\151_to_15\1559 Johnson Street Bridge\C Geotechnical Studies\Report & Letters\1559 - Geotechnical Investigation Report.docx] October 19, 9 Project No. 1559

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Appendix A Statement of General Conditions APPENDIX A Statement of General Conditions

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Appendix A Statement of General Conditions Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Jacques Whitford Stantec AXYS Limited and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Jacques Whitford Stantec AXYS Limited s present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Jacques Whitford Stantec AXYS Limited is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state or province of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Jacques Whitford Stantec AXYS Limited at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Jacques Whitford Stantec AXYS Limited must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Jacques Whitford Stantec AXYS Limited will not be responsible to any party for damages incurred as a result of failing to notify Jacques Whitford Stantec AXYS Limited that differing site or sub-surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Jacques Whitford Stantec AXYS Limited, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub-subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Jacques Whitford Stantec AXYS Limited cannot be responsible for site work carried out without being present.

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Appendix B Drawings APPENDIX B Drawings

Johnson Street Bridge Replacement Project Victoria, BC Geotechnical Investigation Report Appendix C Borehole Records APPENDIX C Borehole Records

STRATA PLOT SYMBOLS AND TERMS USED ON BOREHOLE AND TEST PIT RECORDS Gravel & Boulders Sand Silt Clay Low/High Low/High Plasticity Plasticity Till Topsoil Peat Fill Sandstone Siltstone Mudstone Igneous Bedrock Rock Initial water level reading Trace 1-% Some (date) -5% 5-5% Long term water level reading Terminology used for describing soil strata based upon the proportion of individual particle sizes present: less than 1% Adjective (e.g. silty or sandy) And (e.g. silt and sand) The standard terminology to describe cohesionless soils includes the state of packing, as determined by laboratory test or by the Standard Penetration Test 'N' -value: the number of blows of 1 pound (kg) hammer falling inches (7 mm), required to drive a inch (5.mm) O.D. split spoon sampler one foot (5 mm) into the soil. The state of packing approximately relates to the SPT 'N' value as follows: State of Packing Very Loose Loose 'N' Value < -1 Relative Density % <15 15-5 Medium Dense 1-5-5 State of Packing 'N' Value Dense -5 5-5 Very Dense >5 >5 Relative Density % The standard terminology to describe cohesive soils includes the consistency, which is based on undrained shear strength as measured by insitu vane tests, penetrometer test, unconfined compression tests, or occasionally by standard penetration tests. Consistency Very Soft Undrained Shear Strength kips/sq.ft. kpa <.5 <1.5 'N' Value < Consistency Stiff Undrained Shear Strength kips/sq.ft. kpa 1.-. 5-1 'N' Value -15 Soft.5-.5 1.5-5 - Very Stiff.-. 1-15- Firm.5-1. 5-5 - Hard >. > > GS... Grab Sample RC... Rock Core NR... No Recovery AS... Auger Sample SS... Split spoon sample (Obtained by performing the Standard Penetration Test) ST... Shelby tube or thin wall tube Ps... Piston Sample UNDIST.. Undisturbed Sample

BH9-1 DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. Geodetic.1 m NORTHING EASTING DRILLING METHOD No. 1559 599 795 Solid Stem Auger CO CH 1 5 mm of Asphalt Pavement over 75 mm of Concrete Light brown, silty CLAY, trace sand, trace gravel, very stiff GS 1-1 GS 1-1 Insitu Shear Vane (kpa) Remoulded Shear Vane (kpa) Pocket Penetrometer (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W WL Dynamic Cone Penetration Test, blows/.m 1 5 7 9 Auger refusal on suspected Bedrock at Elev. 1. m. 1 1 1 5 1 1 7 9 Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT - Standard Penetration Test PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Logged by: AM/RI Date: Sept. 1, 9

DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. BH9- Geodetic 1.9 m DRILLING METHOD No. NORTHING EASTING 1559 59 77 Wash Rotary/SPT Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W P W WL Standard Penetration Test, blows/.m 1 5 7 9 1 1 AREA UNDER WATER 1 1 5 1 1 7 9 Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT - Standard Penetration Test PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Logged by: AM/RI Date: Sept. 1, 9

No. 1559 DATUM Geodetic NORTHING 59 ELEVATION 1.9 m EASTING 77 Sept., 9 Sea to Sky Drilling Ltd. Wash Rotary/SPT DRILLING CO. BH9- DRILLING METHOD cont'd AREA UNDER WATER Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 1 Dark grey, sandy, silty CLAY, trace organics, very soft SPT -1 57 9 11 CH 1 -- -firm below Elev. -9. m Dark grey, fractured GABBRO SPT refusal on suspected Bedrock at Elev. -1. m. SPT - SPT - 1 9 Refusal >> 1 1 15 5 1 5 5 17 5 5 1 Sample Type: GS - Grab Sample SPT - Standard Penetration Test Logged by: AM/RI ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Date: Sept. 1, 9

DATUM ELEVATION Sept. 1, 9 Sea to Sky Drilling Ltd. DRILLING CO. BH9- Geodetic 1.9 m DRILLING METHOD No. NORTHING EASTING 1559 5991 79 Wash Rotary/SPT Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W P W WL Standard Penetration Test, blows/.m 1 5 7 9 1 1 AREA UNDER WATER 1 1 5 1 1 7 9 Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT - Standard Penetration Test PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Logged by: AM/RI Date: Sept. 1, 9

DATUM ELEVATION Sept. 1, 9 Sea to Sky Drilling Ltd. DRILLING CO. BH9- Geodetic 1.9 m NORTHING EASTING DRILLING METHOD No. 1559 5991 79 Wash Rotary/SPT cont'd AREA UNDER WATER Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 1 Black, clayey SILT, some organics, some shells, very soft SPT -1 9 >> 9 11 1 MH Grey, silty CLAY, trace shells, very soft NR NR SPT - 97 >> 97 1 -without shells below Elev. -11. m SPT - 1 7 >> 1 1 -some sand lenses from Elev. -11.9 m to Elev. -1. m -soft to firm below Elev. -1. m SPT - 15 5 1 SPT -5 9 5 5 17 5 5 1 CH Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Logged by: AM/RI Date: Sept. 1, 9

DATUM ELEVATION Sept. 1, 9 Sea to Sky Drilling Ltd. DRILLING CO. BH9- Geodetic 1.9 m DRILLING METHOD No. NORTHING EASTING 1559 5991 79 Wash Rotary/SPT cont'd Grey, silty CLAY, trace shells, soft to firm Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 19 SPT - 7 1 7 7 7 -trace fine gravel below Elev. -1. m SPT -7 7 7 SPT refusal on suspected Bedrock at Elev. -. m. 5 7 Sample Type: GS - Grab Sample SPT - Standard Penetration Test Logged by: AM/RI ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Date: Sept. 1, 9 9

BH9- DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. Geodetic 1. m NORTHING EASTING DRILLING METHOD No. 1559 599 79 Wash Rotary/SPT Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W L Standard Penetration Test, blows/.m 1 5 7 9 1 1 AREA UNDER WATER 1 1 5 1 1 7 Grey SAND, some silt, some gravel, trace shells, very loose to loose -9 mm of Gravel, trace sand at Elev. -. m SPT -1 NR NR 11 9 SM Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT - Standard Penetration Test PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Logged by: AM/RI Date: Sept. 1, 9

BH9- No. 1559 DATUM Geodetic NORTHING 599 ELEVATION 1. m EASTING 79 Sept., 9 DRILLING CO. Sea to Sky Drilling Ltd. DRILLING METHOD Wash Rotary/SPT cont'd Grey SAND, some silt, some gravel, trace shells, very loose to loose SPT - Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 1 NR NR 1 Grey, silty CLAY, trace shells, trace sand, soft 11 SPT - 1 11 1 1 -some sand, without shells below Elev. -11.7 m SPT - SPT -5 7 9 1 1 SPT - 51 1 15 CH 5 1 5 5 17 5 5 1 Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT -7 SPT - Standard Penetration Test Logged by: AM/RI PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Date: Sept. 1, 9

BH9- DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. Geodetic 1. m DRILLING METHOD No. NORTHING EASTING 1559 599 79 Wash Rotary/SPT cont'd Grey, silty CLAY, some sand, soft Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 19 Bedrock (no sample collected) -- 1 SPT refusal on suspected Bedrock at Elev. -19. m. 7 7 7 7 7 5 7 Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT - Standard Penetration Test PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Logged by: AM/RI Date: Sept. 1, 9 9

BH9-5 DATUM ELEVATION Aug. 1, 9 Sea to Sky Drilling Ltd. DRILLING CO. Geodetic.9 m NORTHING EASTING DRILLING METHOD No. 1559 5999 75 Wash Rotary/SPT Insitu Shear Vane (kpa) Remoulded Shear Vane (kpa) Pocket Penetrometer (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W WL Standard Penetration Test, blows/.m 1 5 7 9 1 1 AREA UNDER WATER 1 1 5 1 1 7 SP Grey SAND, trace silt, trace shells, very loose SPT 5-1 Grey, silty CLAY, very soft SPT 5-9 Sample Type: GS - Grab Sample SPT - Standard Penetration Test Logged by: AM/RI ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Date: Sept. 1, 9

BH9-5 No. 1559 DATUM Geodetic NORTHING 5999 ELEVATION.9 m EASTING 75 Aug. 1, 9 DRILLING CO. Sea to Sky Drilling Ltd. DRILLING METHOD Wash Rotary/SPT cont'd Grey, silty CLAY, very soft Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 1 SPT 5- SPT 5-9 9 >> 9 >> 9 11 CH 1 Atterberg Limits test on sample from Elev. -1. m. WL = 11% = % SPT 5-5 SPT 5-11 1 9 11 1 >> 11 >> 9 1 SPT 5-7 9 11 >> 9 1 15 SM Grey, silty SAND, some clay, trace gravel, trace shells, loose to medium dense SPT 5-1 5 1 Grey, silty CLAY, soft to firm SPT 5-9 7 5 5 5 17 5 1 SPT5-1 Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: 7 Logged by: AM/RI Date: Sept. 1, 9 5

DATUM ELEVATION Aug. 1, 9 Sea to Sky Drilling Ltd. DRILLING CO. BH9-5 Geodetic.9 m NORTHING EASTING DRILLING METHOD No. 1559 5999 75 Wash Rotary/SPT cont'd Grey, silty CLAY, soft to firm Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 19 SPT5-11 5 5 CH 1 7 7 SPT5-1 5 7 7 -- Dark grey, fractured GABBRO SPT refusal on suspected Bedrock at Elev. -.5 m. SPT5-1 75 7 5 7 Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT - Standard Penetration Test PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Logged by: AM/RI Date: Sept. 1, 9 9

BOREHOLE RECORD BH9- No. 1559 DATUM Geodetic NORTHING 599 ELEVATION. m EASTING 75 Sept. 1, 9 DRILLING CO. Sea to Sky Drilling Ltd. DRILLING METHOD Wash Rotary/SPT Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 1 1 AREA UNDER WATER 1 1 5 1 Black, clayey SILT, some sand, some gravel, some organics, some shells, very soft NR NR 1 7 MH Grey, silty CLAY, trace sand, trace shells, very soft SPT -1 SPT - SPT - 1 1 1 1 9 SPT - Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: 1 Logged by: AM/RI Date: Sept. 1, 9

BOREHOLE RECORD BH9- No. 1559 DATUM Geodetic NORTHING 599 ELEVATION. m EASTING 75 Sept. 1, 9 DRILLING CO. Sea to Sky Drilling Ltd. DRILLING METHOD Wash Rotary/SPT cont'd Grey, silty CLAY, trace sand, trace shells, very soft Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 1 SPT -5 1 11 1 1 -without sand and shells, firm to stiff below Elev. -11.5 m SPT - SPT -7 1 5 1 1 15 SPT - 1 1 51 5 1 5 CH -soft to firm below Elev. -15. m SPT -9 1 7 5 17 5 1 SPT-1 Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: 1 Logged by: 7 AM/RI Date: Sept. 1, 9 5

BH9- No. 1559 DATUM Geodetic NORTHING 599 ELEVATION. m EASTING 75 Sept. 1, 9 DRILLING CO. Sea to Sky Drilling Ltd. DRILLING METHOD Wash Rotary/SPT cont'd 19 Grey, silty CLAY, some clayey silt layers, soft to firm -trace of gravel and sand lenses below Elev. -17. m -some clayey silt layers and soft below Elev. -1. m SPT-11 Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) 717 W WL Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa Standard Penetration Test, blows/.m 1 5 7 9 1 SPT-1 1 7 SPT-1 1 7 7 7 SPT-1 9 1 7 5 Dark grey, fractured GABBRO 7 -- SPT refusal on suspected Bedrock at Elev. -5. m. SPT-15 7 Sample Type: GS - Grab Sample ST - Shelby Tube Bentonite Backfill Type: SPT - Standard Penetration Test PT - Piston Tube VT - Shear Vane Test Pea Gravel Drill Cuttings Sand Logged by: AM/RI Date: Sept. 1, 9 9

BOREHOLE RECORD BH9-7 No. 1559 DATUM Geodetic NORTHING 5 ELEVATION. m EASTING 75 Aug. 1, 9 DRILLING CO. Sea to Sky Drilling Ltd. DRILLING METHOD Wash Rotary/SPT Insitu Shear Vane (kpa) Remoulded Shear Vane (kpa) Pocket Penetrometer (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W WL Standard Penetration Test, blows/.m 1 5 7 9 1 AREA UNDER WATER 1 1 1 5 Black, clayey SILT, trace sand, trace gravel, trace organics, trace shells, very soft SPT 7-1 1 1 >> 1 1 1 MH NR NR 7 Dark grey, silty CLAY, some shells, very soft 19 SPT 7-19 >> 9 NR NR Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Logged by: AM/RI Date: Sept. 1, 9

BOREHOLE RECORD BH9-7 cont'd No. 1559 DATUM Geodetic NORTHING 5 ELEVATION. m EASTING 75 Aug. 1, 9 DRILLING CO. Sea to Sky Drilling Ltd. DRILLING METHOD Wash Rotary/SPT Grey, silty CLAY, some shells, very soft Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Standard Penetration Test, blows/.m 1 5 7 9 1 SPT 7-1 9 11 1 CH -trace sand, without shells below Elev. -9. m SPT 7-1 9 1 -stiff below Elev. -11.1 m SPT 7-5 7 1 15 SPT 7-7 9 5 1 -- Bedrock (no sample collected) SPT refusal on suspected Bedrock at Elev. -1. m. 5 5 17 5 5 1 Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Logged by: AM/RI Date: Sept. 1, 9

DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. BH9- Geodetic. m DRILLING METHOD No. NORTHING EASTING 1559 5 755 Solid Stem Auger FL FL 1 FL FILL - grey Cobbles and Boulders, some crushed gravel, loose to medium dense FILL - black, silty Sand (Coal slag), some wood and gravel, loose FILL - dark brown Wood Waste, loose GS -1 Insitu Shear Vane (kpa) Remoulded Shear Vane (kpa) Pocket Penetrometer (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W WL Dynamic Cone Penetration Test, blows/.m 1 5 7 9 Grey mottled, silty CLAY, trace sand, firm to stiff GS - CH -without sand below Elev. 1. m GS - 1 GS - 7 1 GS -5 1 5 SM Grey, silty, gravelly SAND, trace shells, trace clay, loose to medium dense GS - 1 TL Grey glacial TILL (clayey Silt and Sand, some gravel), very stiff GS -7 GS - 1 1 1 7 Auger refusal on suspected Bedrock at Elev. -.5 m. Borehole sealed with Bentonite from Elev. 1. m to Elev.. m. 9 Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Logged by: AM/RI Date: Sept. 1, 9

BH9-9 DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. Geodetic 9.1 m DRILLING METHOD No. NORTHING EASTING 1559 59 757 Solid Stem Auger FL 1 FILL - 19 mm minus Clear Crush Gravel, medium dense FILL - brown, gravelly Sand, trace to some silt, trace asphalt, very loose to loose GS 9-1 Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) 1 5 7 9 1 1 W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Dynamic Cone Penetration Test, blows/.m FL 1 1 1 5 -.5 m of brown, sandy silt with organics at Elev.. m GS 9- GS 9-5 5 1 1 1 1 7 OL Black, organic SILT, some wood debris, soft Grey, silty CLAY, trace sand, firm GS 9- GS 9-5 5 15 7 >> 15 -stiff below Elev. 1.5 m 1 GS 9-9 1 9 Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: 1 Logged by: AM/RI Date: Sept. 1, 9

BH9-9 DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. Geodetic 9.1 m NORTHING EASTING DRILLING METHOD No. 1559 59 757 Solid Stem Auger cont'd 1 Grey, silty CLAY, trace sand, very stiff to hard GS 9-7 GS 9-5 Insitu Shear Vane (kpa) Remoulded Shear Vane (kpa) Pocket Penetrometer (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W WL Dynamic Cone Penetration Test, blows/.m 1 5 7 9 15 1 1 19 - mm of black Silt, some organics at Elev. -1. m GS 9-9 11 CH -without sand below Elev. -. m GS9-1 7 1 7 5 5 1 GS9-11 5 7 1 GS9-1 9 1 15 1 End of Borehole at Elev. -.1 m. DCPT refusal on suspected Bedrock at Elev. -.1 m. Hole sealed with Bentonite from Elev. 7.9 m to Elev..7 m and from Elev..1 m to Elev..9 m. GS9-1 9 1 1 55 1 5 5 5 5 17 7 Refusal >> 5 5 1 Sample Type: GS - Grab Sample SPT - Standard Penetration Test Logged by: AM/RI ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Date: Sept. 1, 9

DATUM ELEVATION Sept., 9 Sea to Sky Drilling Ltd. DRILLING CO. BH9-1 Geodetic. m 1559 No. NORTHING 59 EASTING DRILLING METHOD 775 Solid Stem Auger FL FILL - brown, clayey Silt, trace gravel, soft GS1-1 1 Insitu Shear Vane (kpa) Remoulded Shear Vane (kpa) Pocket Penetrometer (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W WL Dynamic Cone Penetration Test, blows/.m 1 5 7 9 FILL - grey mottled, clayey Silt, firm to stiff 1 FL GS1-15 Light brown, silty CLAY, trace sand, firm to stiff GS1-1 GS1-1 GS1-5 9 1 1 5 CH 1 GS1-9 1 7 GS1-7 5 TL Light brown, glacial TILL (clayey, sandy Silt, trace gravel), stiff to very stiff GS1-1 9 Auger refusal on suspected Bedrock at Elev. -. m. Hole sealed with Bentonite from Elev. 5.9 m to Elev.. m. Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Logged by: AM/RI Date: Sept. 1, 9

DATUM Geodetic ELEVATION.7 m Sept. 1, 9 Beck Drilling Services Ltd. DRILLING CO. BH9-11 NORTHING EASTING DRILLING METHOD No. 1559 5991 7 Solid Stem Auger AS FL 1 FL 175 mm of Asphalt Pavement FILL - Grey Sand and Gravel, trace silt, loose to medium dense FILL - black, recycled Asphalt, loose FILL - brown, silty Clay, trace sand, firm to stiff GS11-1 GS11- Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W WL Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa Dynamic Cone Penetration Test, blows/.m 1 5 7 9 FL GS11-1 FL FILL - dark brown Silt, some organics, some wood debris, some gravel, soft GS11-5 1 FILL - brown, silty Clay, trace sand, firm to stiff GS11-5 5 1 5 FL GS11-19 1 GS11-7 1 7 FL FILL - dark brown Silt, some organics, some sand, soft, with brick and glass fragments Blue/grey, silty CLAY, stiff GS11- GS11-9 5 5 CH GS11-1 1 9 Grey, glacial TILL (silty Sand, some gravel and clay), dense to very dense Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: GS11-11 11 Logged by: AM/RI Date: Sept. 1, 9

DATUM Geodetic ELEVATION.7 m Sept. 1, 9 Beck Drilling Services Ltd. DRILLING CO. BH9-11 DRILLING METHOD No. NORTHING EASTING 1559 5991 7 Solid Stem Auger cont'd Grey, glacial TILL (silty Sand, some gravel and clay), dense to very dense Insitu Shear Vane (kpa) Pocket Penetrometer (kpa) W Remoulded Shear Vane (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa WL Dynamic Cone Penetration Test, blows/.m 1 5 7 9 1 TL GS11-1 11 1 Auger refusal on suspected Bedrock at Elev. -. m. Hole sealed with Bentonite from Elev. 5. m to Elev..1 m. 1 1 15 5 1 5 5 17 5 5 1 Sample Type: GS - Grab Sample SPT - Standard Penetration Test Logged by: AM/RI ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Date: Sept. 1, 9

BH9-1 DATUM Geodetic ELEVATION. m Sept. 1, 9 Beck Drilling Services Ltd. DRILLING CO. DRILLING METHOD No. NORTHING EASTING 1559 595 71 Solid Stem Auger FL FILL - Brown, sandy, clayey Silt, stiff GS1-1 Insitu Shear Vane (kpa) Remoulded Shear Vane (kpa) Pocket Penetrometer (kpa) Disturbed Torvane (kpa) 5kPa 1kPa 15kPa kpa W WL Dynamic Cone Penetration Test, blows/.m 1 5 7 9 1 FL FILL - brown, crushed Sandstone, trace concrete, loose GS1- FL FILL - dark brown, sandy Silt, trace wood, trace shells, medium dense Grey mottled, silty CLAY, some sand, stiff GS1-1 GS1-15 GS1-5 17 1 1 GS1-1 5 CH 1 -without sand, very stiff below Elev..9 m GS1-7 7 1 7 GS1-7 TL Grey glacial TILL (silty Sand, some gravel, trace clay), dense to very dense Auger refusal on suspected Bedrock at Elev.. m. Hole sealed with Bentonite from Elev. 5.1 m to Elev.. m. GS1-9 1 9 Sample Type: GS - Grab Sample SPT - Standard Penetration Test ST - Shelby Tube PT - Piston Tube VT - Shear Vane Test Bentonite Pea Gravel Drill Cuttings Sand Backfill Type: Logged by: AM/RI Date: Sept. 1, 9