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March 17, 2015

GEOTECHNICAL DATA REPORT - HIGHWAY 99 AND INTERCHANGES

George Massey Tunnel Replacement Project

REPO

RT

Report Number: 1414470012-002-R-Rev1

Distribution: 2 Copies - Golder Associates Ltd. 2 Copies - Ministry of Transportation and Infrastructure

Submitted to: Sze Pui Kong, P.Eng. Ministry of Transportation and Infrastructure Suite 310 - 1500 Woolridge Street Coquitlam, BC V3K 0B8

GEOTECHNICAL DATA REPORT GEORGE MASSEY TUNNEL REPLACEMENT PROJECT

Table of Contents

1.0 INTRODUCTION ............................................................................................................................................................... 1

2.0 SITE DESCRIPTION ......................................................................................................................................................... 1

3.0 TUNNEL REPLACEMENT PROJECT.............................................................................................................................. 2

4.0 GEOTECHNICAL SCOPE OF WORK .............................................................................................................................. 2

5.0 GEOTECHNICAL INVESTIGATION ................................................................................................................................. 2

5.1 CPT Investigation ................................................................................................................................................ 3

5.2 Pavement Augerhole Investigation ...................................................................................................................... 3

5.3 Laboratory Testing Program ................................................................................................................................ 4

6.0 SEISMIC WARNING SYSTEM CASING INSTALLATION ............................................................................................... 4

7.0 CLOSURE ......................................................................................................................................................................... 7

PHOTOGRAPHS Photograph 1: 9.875" (250 mm) large diameter milltooth tricone bit used to advance Seismic

Warning System Casing hole .............................................................................................................................. 5

Photograph 2: Finished Seismic Warning System Casing Installation with Lockable Steel Cover ............................................. 6

FIGURES Figure 1: Key Plan

Figures 2a to 2e: Site Plan Showing Approximate Testhole Locations

APPENDICES APPENDIX A Summary Log Sheets

APPENDIX B Laboratory Testing

APPENDIX C CPT Plots

APPENDIX D Dissipation Testing

March 17, 2015 Report No. 1414470012-002-R-Rev1 i


1.0 INTRODUCTION Golder Associates Ltd. (Golder) was retained by the British Columbia Ministry of Transportation and Infrastructure (MoTI) to provide geotechnical investigation and laboratory testing services for the George Massey Tunnel Replacement Project in Richmond and Delta, BC. This report documents the factual results of the geotechnical investigation carried out by Golder along the existing Highway 99 corridor between Westminster Highway in Richmond and Highway 17A in Delta, BC during January and February 2015, as authorized by MoTI. It is noted that additional geotechnical investigation work was carried out concurrently with this investigation at the proposed test pile site adjacent to the south portal of the Massey Tunnel. The information obtained at the test pile site is presented in a separate report.

Engineering comments and recommendations regarding the geotechnical aspects of the George Massey Tunnel Replacement Project are beyond the scope of our assignment and are not addressed herein. MoTI specifically defined the scope of the field or laboratory investigations, testhole locations, investigation depth and investigation methodology for this phase of the geotechnical investigation program. Golder was not involved in planning the investigations and was not aware of any of the project design requirements at the time of the investigation work. Therefore, Golder cannot guarantee or warranty that the geotechnical information obtained is sufficient to fully satisfy the project objectives or requirements.

This report should be read in conjunction with the "Important Information and Limitations of This Report" which is attached following the text of this report. The reader's attention is specifically drawn to this information as it is essential for the proper use and interpretation of this report.

2.0 SITE DESCRIPTION The site is located on the Fraser River floodplain, extending along the Highway 99 corridor between Westminster Highway Interchange in Richmond, BC and Highway 17A interchange in Delta, BC, as shown in Figure 1. Deas Island lies south of the Fraser River, and is separated from mainland Delta by Deas Slough. Highway 99 through this segment ranges between 4 lanes within the George Massey Tunnel and 10 lanes (including on/off ramps) at/near Highway 17A interchange. Highway 99 crosses beneath the south arm of the Fraser River in the George Massey Tunnel and over Deas Slough via short four-lane bridge connecting the south end of Deas Island to the Delta mainland.

Drainage ditching and flood-protection earthen embankments have been constructed along the banks of the Fraser River, and encompass the north and south entrances to the tunnel. Based on verbal discussions with MoTI, these embankments are understood to have been constructed of Fraser River dredge sand and possible coarse riprap. Drainage ditching is also prominent along both sides of Highway 99 within the project segment.

Current land-use adjacent to Highway 99 consists of agricultural land reserve (ALR), residential, commercial and light industrial developments. In general, the existing site topography along the above ground portions of the Highway 99 corridor is relatively flat and ranges in elevation from approximately 0 m to 6 m.

March 17, 2015 Report No. 1414470012-002-R-Rev1 1


3.0 TUNNEL REPLACEMENT PROJECT Although no conceptual alignment drawings have been provided to Golder at the time of preparing this report, it is understood that the tunnel replacement concept currently under consideration is envisaged to consist of a bridge structure spanning the south arm of the Fraser River, either centred along the existing George Massey Tunnel or aligned on the east (upstream) side of the tunnel. It is also understood that the primary area of interest for the current investigation is the section of Highway 99 between Westminster Highway Interchange in Richmond and Highway 17 Interchange in Delta where highway widening and interchange improvements are under consideration.

4.0 GEOTECHNICAL SCOPE OF WORK Golder was retained by MoTI to provide geotechnical investigation services for the George Massey Tunnel Replacement Project under contract number 159CS0005. This report documents the factual results of the geotechnical investigation carried out by Golder between January and February 2015. Engineering comments and recommendations are not included in the scope of this report.

The scope of Golder’s geotechnical investigation generally included the following:

Plan and coordinate a geotechnical investigation, including permit submissions and coordination of traffic, utility clearance and drilling subcontractors;

Carry out a subsurface geotechnical investigation to obtain subsurface soil data along the currently proposed bridge/highway alignment, including advancement of a 200 m deep sampled rotary borehole, eight sampled pavement augerholes, and eighteen electronic cone penetration tests (CPTs);

Install a 150 mm diameter PVC casing to relocate a portion of the existing seismic warning system at the Massey Tunnel;

Carry out a laboratory testing program on samples obtained during the geotechnical investigation; and,

Prepare and submit a factual geotechnical report, in conformance with MoTI’s Guideline for Geotechnical Reports – Technical Bulletin GM9801.

5.0 GEOTECHNICAL INVESTIGATION Golder conducted a geotechnical investigation program between January 6, 2015 and February 12, 2015, to investigate the subsurface soil conditions within the proposed George Massey Tunnel Replacement Project site. As part of the detailed investigation planning and coordination, Golder obtained underground utility information from BC One Call, private utility companies, and government agencies. Prior to commencement of all subsurface investigation work, Golder retained Western Leakage Services Ltd. to identify physical utility locations in the field. One telecommunication company also physically identified fibre optic cable locations throughout the site and gas line locations were identified by Fortis BC. McCrae’s Environmental Services Ltd. was retained to hydrovac several CPT locations. Valley Traffic Systems assisted Golder with submissions related to the MoTI Work Notification/Lane Closure Request and Approval prior to undertaking investigation work along the Highway 99 corridor.



All utility clearance and geotechnical investigation field work was carried out under the full-time inspection of a member of Golder’s geotechnical staff who identified the augerhole and CPT locations in the field, coordinated all utility clearance work, coordinated setup of provincial Work Notification, logged the subsurface conditions encountered, and collected soil samples for further observation and testing in our Burnaby laboratory.

The approximate locations and identification of all testholes are presented on Figures 2a to 2e attached. All testhole locations were surveyed in the field using a handheld field GPS and are considered approximate only. The GPS coordinates referenced in this report are presented in Universal Transverse Mercator (UTM), NAD83 coordinate system.

The specific details for each of the geotechnical investigation components specific to the areas outside of the proposed pile test site are presented below.

5.1 CPT Investigation A total of 13 CPTs, including 8 CPTs to 100 m depth, 2 CPTs to 50 m depth, and 2 CPTs to 40 m depth were put down at various locations along the existing Highway 99 alignment (primarily at interchange and offramp locations). ConeTec Investigations Ltd. (ConeTec) of Richmond, BC was subcontracted to provide the cone testing equipment, drill rigs and operators to advance the tests. The CPTs were carried out in general accordance with ASTM D-5778 and measurements of tip resistance, porewater pressure and sleeve friction were recorded at 50 mm intervals. The electronic cone used for each sounding had a tip capacity of 1500 bar, cross sectional area of 15 cm2, and friction sleeve area of 225 cm2. CPTs put down north of the Massey Tunnel were advanced using a M5T2 (14 ton) track mounted CPT rig and the CPTs put down south of the Massey Tunnel were advanced using a TC5 (20 ton) track mounted CPT rig.

Dissipation tests were carried out within select coarser-grained soil horizons to determine porewater pressure dissipation rates and to estimate the hydrostatic water level.

The results of the CPT testing and dissipation tests are presented in Appendix C and D respectively.

The majority of the CPT work was carried out during night shift to minimize impacts to highway traffic. Except for CPT15-09, each CPT hole was grouted to the ground surface following completion of each sounding and, where required, the asphalt surface was repaired with granular base and asphalt cold patch in paved areas. During advancement of CPT15-09, the cone rods snapped off at approximately 5 m below the ground surface (the tip depth was at approximately 85 m below ground surface) leaving approximately 80 m of cone testing equipment in the ground. At the time of preparing this report, it was intended to recover the cone equipment using a specialized drill operation and grout the remaining hole to ground surface.

5.2 Pavement Augerhole Investigation Sea to Sky Drilling Ltd. was retained to put down six shallow augerholes within the paved southbound shoulder and two shallow augerholes within the grassy shoulder area of Highway 99 between Westminster Highway Interchange and Steveston Highway Interchange. The pavement augerholes were advanced to 3 m depth at each location and representative samples were obtained for detailed examination and laboratory index testing.



The augerhole drilling work was carried out in a single night shift to minimize impact to highway traffic. Each augerhole was backfilled and sealed in accordance with current groundwater protection regulations and the asphalt surface repaired with granular base and asphalt cold patch in paved shoulder areas.

Detailed descriptions of the subsurface conditions encountered in the augerholes are reported on the Summary Log sheets, prepared in conformance with the format specified by MoTI.

The relevant Summary Log sheets for the George Massey Tunnel Replacement Project are presented in Appendix A. It is noted that the interpreted relative density of some of the soil deposits has been recorded on the Summary Log sheets. The interpretation was based on the observed resistance to auger drill string penetration and visual observation of the deposit(s) in the sidewalls of the open augerholes.

Classification of the sub-surface soil conditions is in accordance with the MoTI modified Unified Soil Classification System (USCS). A copy of the Materials Classification Legend from the Ministry Bridge Foundation Investigation 1991 Manual has been included in Appendix A for reference. Soil constituent descriptions shown on the Summary Logs are based on Canadian Foundation Engineering Manual, 2nd Edition, Part 1, Section 3.1.3.1, with nouns capitalized as per Ministry standards.

Borehole summary results and as-built location details are outlined in Table 1 following the text of this report.

5.3 Laboratory Testing Program Upon completion of the field investigation work, Golder carried out a laboratory testing program on selected samples obtained during the pavement augerhole investigation. The results of these tests were used to aid in the classification of the soils encountered and to obtain data on their engineering characteristics. The specific laboratory tests included the following:

Water content determination tests (ASTM D4959-07).

Grain size distribution analysis tests (ASTM D422-63(2007) and ASTM C136-06).

Plasticity (Atterberg limit) determination tests (ASTM D4318-10).

The results of the laboratory testing are presented in Appendix B and select testing is summarized on the Summary Log sheets presented in Appendix A.

6.0 SEISMIC WARNING SYSTEM CASING INSTALLATION One, unsampled, 15 m deep borehole was drilled to install casing for a relocated portion of the existing seismic warning system at the Massey Tunnel. The borehole drilling and casing installation was carried out using Foundex Explorations Ltd.’s CSR-1000 rotary drill rig. The location of the installation was identified by MoTI and was north of Rice Mill Road and east of Highway 99, immediately adjacent to a recently constructed automated weather station (see Figure 2d). Foundex advanced the borehole for the installation using a 9.875” (250 mm) milltooth tricone bit and used a bentonite slurry mud mix to maintain borehole stability and flush the drill cuttings from the hole.



The casing used for the installation consisted of 6.625” (168 mm) diameter threaded Schedule 80 PVC pipe that was installed to the full depth of the borehole with approximately 0.9 m stickup above the adjacent ground surface. The annulus between the casing and borehole wall was grouted using a bentonite/cement grout mix and a lockable steel cover was installed over the exposed portion of the casing pipe at surface.

Photograph 1: 9.875" (250 mm) large diameter milltooth tricone bit used to advance Seismic Warning System Casing hole



Photograph 2: Finished Seismic Warning System Casing Installation with Lockable Steel Cover



7.0 CLOSURE We trust the information presented in this geotechnical data report is sufficient for your current requirements. Should you have any questions or concerns regarding the information presented, please to not hesitate to contact us.

GOLDER ASSOCIATES LTD.

Pierce Bakker, P.Eng. Tom Bryski, P.Eng. Associate Associate

PBB/TCB/nnv

Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.

o:\final\2014\1447\14-1447-0012\1414470012-002-r-rev1\1414470012-002-r-rev1 geo data report hwy 99 17mar_15.docx


NVilla

Origina Signed

NVilla

Origina Signed


Table 1: Inventory of 2015 Testholes

Approximate UTM Coordinates (NAD 83) 1

Testhole ID Date Northing Easting Approximate Elevation (m) 2 Depth (m)

AH15-01 February 12, 2015 5445754 493672 2 3.05 AH15-02 February 12, 2015 5445114 493669 2 3.05 AH15-03 February 12, 2015 5445114 493665 2 3.05 AH15-04 February 12, 2015 5444556 493666 2 3.05 AH15-05 February 12, 2015 5444190 493664 2 3.05 AH15-06 February 12, 2015 5443618 493662 2 3.05 AH15-07 February 12, 2015 5443177 493660 2 3.05 AH15-08 February 12, 2015 5443177 493657 2 3.05

CPT15-01 February 2, 2015 5446363 493774 4 50.0 CPT15-02 February 3, 2015 5446362 493630 3 50.0 CPT15-03 February 4, 2015 5444786 493666 2 50.0 CPT15-05 February 5, 2015 5442216 493700 1 40.0 CPT15-09 January 15, 2015 5440127 495102 2 86.5 CPT15-10 January 30, 2015 5440094 495195 4 100.0 CPT15-11 January 22, 2015 5439915 495246 2 100.0 CPT15-12 January 21, 2015 5439539 495863 1 100.0 CPT15-13 January 28, 2015 5439495 495916 2 100.0 CPT15-14 January 27, 2015 5439388 495820 4 100.0 CPT15-15 January 29, 2015 5439384 495958 2 100.0 CPT15-16 January 23, 2015 5439233 495879 1 100.0

Seismic Casing Install January 13, 2015 5441532 494203 2 16.5

Notes: 1 Coordinates obtained by Golder Associates using handheld GPS unit and are considered approximate only. 2 Elevations estimated using base elevation information provided by MoTI



IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT Standard of Care: Golder Associates Ltd. (Golder) has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practising under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. No other warranty, expressed or implied is made.

Basis and Use of the Report: This report has been prepared for the specific site, design objective, development and purpose described to Golder by the Client. The factual data, interpretations and recommendations pertain to a specific project as described in this report and are not applicable to any other project or site location. Any change of site conditions, purpose, development plans or if the project is not initiated within eighteen months of the date of the report may alter the validity of the report. Golder cannot be responsible for use of this report, or portions thereof, unless Golder is requested to review and, if necessary, revise the report.

The information, recommendations and opinions expressed in this report are for the sole benefit of the Client. No other party may use or rely on this report or any portion thereof without Golder’s express written consent. If the report was prepared to be included for a specific permit application process, then upon the reasonable request of the client, Golder may authorize in writing the use of this report by the regulatory agency as an Approved User for the specific and identified purpose of the applicable permit review process. Any other use of this report by others is prohibited and is without responsibility to Golder. The report, all plans, data, drawings and other documents as well as all electronic media prepared by Golder are considered its professional work product and shall remain the copyright property of Golder, who authorizes only the Client and Approved Users to make copies of the report, but only in such quantities as are reasonably necessary for the use of the report by those parties. The Client and Approved Users may not give, lend, sell, or otherwise make available the report or any portion thereof to any other party without the express written permission of Golder. The Client acknowledges that electronic media is susceptible to unauthorized modification, deterioration and incompatibility and therefore the Client cannot rely upon the electronic media versions of Golder’s report or other work products.

The report is of a summary nature and is not intended to stand alone without reference to the instructions given to Golder by the Client, communications between Golder and the Client, and to any other reports prepared by Golder for the Client relative to the specific site described in the report. In order to properly understand the suggestions, recommendations and opinions expressed in this report, reference must be made to the whole of the report. Golder cannot be responsible for use of portions of the report without reference to the entire report.

Unless otherwise stated, the suggestions, recommendations and opinions given in this report are intended only for the guidance of the Client in the design of the specific project. The extent and detail of investigations, including the number of test holes, necessary to determine all of the relevant conditions which may affect construction costs would normally be greater than has been carried out for design purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well as their own interpretations of the factual data presented in the report, as to how subsurface conditions may affect their work, including but not limited to proposed construction techniques, schedule, safety and equipment capabilities.

Soil, Rock and Groundwater Conditions: Classification and identification of soils, rocks, and geologic units have been based on commonly accepted methods employed in the practice of geotechnical engineering and related disciplines. Classification and identification of the type and condition of these materials or units involves judgment, and boundaries between different soil, rock or geologic types or units may be transitional rather than abrupt. Accordingly, Golder does not warrant or guarantee the exactness of the descriptions.



Special risks occur whenever engineering or related disciplines are applied to identify subsurface conditions and even a comprehensive investigation, sampling and testing program may fail to detect all or certain subsurface conditions. The environmental, geologic, geotechnical, geochemical and hydrogeologic conditions that Golder interprets to exist between and beyond sampling points may differ from those that actually exist. In addition to soil variability, fill of variable physical and chemical composition can be present over portions of the site or on adjacent properties. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at the site, unless otherwise specifically stated and identified in the report. The presence or implication(s) of possible surface and/or subsurface contamination resulting from previous activities or uses of the site and/or resulting from the introduction onto the site of materials from off-site sources are outside the terms of reference for this project and have not been investigated or addressed.

Soil and groundwater conditions shown in the factual data and described in the report are the observed conditions at the time of their determination or measurement. Unless otherwise noted, those conditions form the basis of the recommendations in the report. Groundwater conditions may vary between and beyond reported locations and can be affected by annual, seasonal and meteorological conditions. The condition of the soil, rock and groundwater may be significantly altered by construction activities (traffic, excavation, groundwater level lowering, pile driving, blasting, etc.) on the site or on adjacent sites. Excavation may expose the soils to changes due to wetting, drying or frost. Unless otherwise indicated the soil must be protected from these changes during construction.

Follow-Up and Construction Services: All details of the design were not known at the time of submission of Golder’s report. Golder should be retained to review the final design, project plans and documents prior to construction, to confirm that they are consistent with the intent of Golder’s report.

During construction, Golder should be retained to perform sufficient and timely observations of encountered conditions to confirm and document that the subsurface conditions do not materially differ from those interpreted conditions considered in the preparation of Golder’s report and to confirm and document that construction activities do not adversely affect the suggestions, recommendations and opinions contained in Golder’s report. Adequate field review, observation and testing during construction are necessary for Golder to be able to provide letters of assurance, in accordance with the requirements of many regulatory authorities. In cases where this recommendation is not followed, Golder’s responsibility is limited to interpreting accurately the information encountered at the borehole locations, at the time of their initial determination or measurement during the preparation of the Report.

Changed Conditions and Drainage: Where conditions encountered at the site differ significantly from those anticipated in this report, either due to natural variability of subsurface conditions or construction activities, it is a condition of this report that Golder be notified of any changes and be provided with an opportunity to review or revise the recommendations within this report. Recognition of changed soil and rock conditions requires experience and it is recommended that Golder be employed to visit the site with sufficient frequency to detect if conditions have changed significantly.

Drainage of subsurface water is commonly required either for temporary or permanent installations for the project. Improper design or construction of drainage or dewatering can have serious consequences. Golder takes no responsibility for the effects of drainage unless specifically involved in the detailed design and construction monitoring of the system.


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GEORGE MASSEY TUNNEL REPLACEMENT PROJECTGEOTECHNICAL INVESTIGATIONRICHMOND, BC

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE

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No. 5 ROADNo. 5 ROAD


No. 5 ROADNo. 5 ROADNo. 5 ROADNo. 5 ROADNo. 5 ROADNo. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

WE

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HIGHWAY 99HIGHWAY 99


HIGHWAY 99HIGHWAY 99HIGHWAY 99HIGHWAY 99HIGHWAY 99HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

AH15-01

AH15-02

AH15-03

CPT15-01

CPT15-02

CONSULTANT

DESIGN

PREPARED

REVIEW

APPROVED

YYYY-MM-DD

TITLE

PROJECT No. Rev.

PROJECTCLIENT

Pa

th

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I B

14-1447-0012

PHASE

5000

FIGURE

2a

A

2015-03-04

A. WOOD

J. BRUNSWICK

GEORGE MASSEY TUNNEL REPLACEMENT PROJECT

GEOTECHNICAL INVESTIGATION

RICHMOND, BC


SITE PLAN

0

1:4,000

100 200

METRES

2a

2b

2c

2d

2e

KEY PLAN

AND

PAGE GUIDE

NOT TO SCALE

CONE PENETRATION TEST (GOLDER, 2015)

AUGERHOLE (GOLDER, 2015)

LEGEND

REFERENCE

BASE MAP PROVIDED BY MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE FEBRUARY 2015.

FILE NAMES: GMTR - Section 1 - Survey Base No Spots - UTM-FINAL - 2014-05-31.dwg;

GMTR - Section2 - Survey Base No Spots - UTM Final - 2014-06-02.dwg;

X

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No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD




HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

BLU

ND

ELL R

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AH15-04

AH15-05

AH15-06

CPT15-03

CONSULTANT

DESIGN

PREPARED

REVIEW

APPROVED

YYYY-MM-DD

TITLE

PROJECT No. Rev.

PROJECTCLIENT

Pa

th

: \\g

old

er.g

ds\g

al\b

urn

ab

y\C

AD

-G

IS

\C

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| F

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e: 1

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IF

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AS

B

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N M

OD

IF

IE

D F

RO

M: A

NS

I B

14-1447-0012

PHASE

5000

FIGURE

2b

A

2015-03-04

A. WOOD

J. BRUNSWICK



RICHMOND, BC


SITE PLAN

0

1:4,000

100 200

METRES

2a

2b

2c

2d

2e

KEY PLAN

AND

PAGE GUIDE



LEGEND

REFERENCE




X

X

EW

X

X

E

W

X

X

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No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD

No. 5 ROAD




HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

HIGHWAY 99

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LEGEND

REFERENCE




E

W

E

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X

X

X

X

X

X

X

X

X

X

X

X

E

W

EW

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EP

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WALL

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P

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H

O

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L

D

E

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N

O

-

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O

S

T

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N

O

-

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O

S

T

E

P

SHOULDER

S

H

O

U

L

D

E

R

F

E

N

C

E

E

P

E

P

F

E

N

C

E

G

R

A

V

E

L

R

O

A

D

N

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O

S

T

N

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-

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G

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N

O

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CPT15-09

CPT15-10

CPT15-11

CPT15-12

CPT15-13

CPT15-14

CPT15-15

CPT15-16

HIG

HW

AY

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HIG

HW

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1

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7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

H

IG

H

W

A

Y

1

7

A

CONSULTANT

DESIGN

PREPARED

REVIEW

APPROVED

YYYY-MM-DD

TITLE

PROJECT No. Rev.

PROJECTCLIENT

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ile

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41

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EA

SU

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NT

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OT

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HA

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14-1447-0012

PHASE

5000

FIGURE

2e

A

2015-03-04

A. WOOD

J. BRUNSWICK



RICHMOND, BC


SITE PLAN

0

1:4,000

100 200

METRES



LEGEND

REFERENCE




2a

2b

2c

2d

KEY PLAN

AND

PAGE GUIDE

NOT TO SCALE

2e


APPENDIX A Summary Log Sheets

March 17, 2015 Report No. 1414470012-002-R-Rev1

ASPHALTIC CONCRETE.

SAND, poorly graded, tracecoarse, subangular gravel; grey;dense. [ROAD BASE FILL]

SAND, poorly graded, trace silt;grey; loose to compact.[POSSIBLE FILL]

ORGANIC CLAY, highplasticity; greyish brown.

CLAY, high plasticity, someorganics; grey.

3.05m END OF HOLE.

6

0

85

96

9

4

73 31

15

20

115

56

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

14-1447-0012 (5000)

P

SAMPLE TYPEAS - AugerC - CoreD - DenisonG - GrabSS - Split SpoonST - Shelby TubePT - Piston TubeW - Wash

SHEET of

Drilling, WellInstallationand Blow

CountDetails

Geotechnical andMaterials Branch

IndexProperties

Cla

ssifi

catio

n

TESTS M - Mechanical Analysis H - Hydrometer AnalysisQ.R.S - Triaxial Compression C - Consolidation DS - Direct Shearw ,w - Liquid, Plastic Limits w - Moisture Content

1 1

PREPARED BY:

Coordinates: N 5445754 E 493672

wL wP

Date(s): February 12, 2015

TEST HOLE No.

AH15-01SUMMARY LOGMinistry of Transportation and Infrastructure

Project: George Massey Tunnel Replacement Project

Location: Hwy 99 - Westminster Hwy to Steveston Hwy - Southbound Shoulder

Driller: Sea to Sky Drilling Ltd.

Equipment: Truck Mounted B53 - Solid Stem Auger

Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)

FILE No. SHEAR STRENGTH kPa U - Unconfined CompressionFv - Field VaneLv - Lab Vane R - Remoulded

She

arS

tren

gth

(kP

a)

San

d

- Golder Associates

Note: Northing and Easting Coordinates have been determinedby GPS in the field and are approximate only.

Inspector: JB - Golder Associates Ltd.

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) A

Woo

d 3

/5/1

5

AS

AS

AS

AS

0.15

0.15

0.15

0.15

0.20 m

0.91 m

1.98 m

2.59 m

Groundwater seepage encountered at 0.76 mdepth in open augerhole.

SP

SP

OH

CH

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

ASPHALTIC CONCRETE.SAND and GRAVEL, trace silt,fine to coarse, subangular;grey; compact. [ROAD BASEFILL]

SAND, trace silt, fine tomedium; grey; loose tocompact. [POSSIBLE FILL]

CLAY, high plasticity, someorganics; grey and brown.

3.05m END OF HOLE.

24

51

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

14-1447-0012 (5000)

P


SHEET of


CountDetails


IndexProperties

Cla

ssifi

catio

n


1 1

PREPARED BY:


wL wP


TEST HOLE No.






Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)


She

arS

tren

gth

(kP

a)

San

d

- Golder Associates



Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) A

Woo

d 3

/5/1

5

AS

AS

AS

0.15

0.15

0.15

0.12 m

0.46 m

2.29 m


SW-GW

SP

CH

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

Sandy GRAVEL, some silt, fineto coarse, sub-rounded tosubangular; grey; compact.[FILL]SILT, medium plasticity, somefine to coarse, sub-angulargravel; brown; cohesive. [FILL]

SAND, fine to medium; grey;loose. [POSSIBLE FILL]

ORGANIC CLAY, highplasticity; grey to brown;cohesive.

3.05m END OF HOLE.

122 51

9

41

27

142

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

14-1447-0012 (5000)

P


SHEET of


CountDetails


IndexProperties

Cla

ssifi

catio

n


1 1

PREPARED BY:


wL wP


TEST HOLE No.






Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)


She

arS

tren

gth

(kP

a)

San

d

- Golder Associates



Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) A

Woo

d 3

/5/1

5

AS

AS

AS

AS

0.15

0.15

0.15

0.15

0.61 m 0.76 m

2.29 m


GM1

ML

SP

OH

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

ASPHALTIC CONCRETE.SAND and GRAVEL, trace silt,fine to coarse; brown to grey;non-cohesive, dense. [ROADBASE FILL]

SAND, poorly graded, trace silt,fine to medium; grey;non-cohesive, compact.[POSSIBLE FILL]

Sandy SILT, low plasticity, withorganics; grey; cohesive.ORGANIC SILT, low plasticity,some fine to medium sand; greyand brown; cohesive.Silty CLAY, medium plasticity;grey; cohesive.

3.05m END OF HOLE.

34

0

61

93

5

7

4

20

2843

36

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

P


SHEET of


CountDetails


IndexProperties

Cla

ssifi

catio

n


1 1

PREPARED BY:


wL wP


TEST HOLE No.






Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)


She

arS

tren

gth

(kP

a)

San

d

- Golder Associates



14-1447-0012 (5000)

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) ja

youn

g 1

1/12

/15

AS

AS

ASAS

AS

0.15

0.15

0.150.15

0.15

0.10 m

0.30 m

2.13 m 2.29 m 2.44 m

Groundwater seepage level not recorded.

SP

SP

MLOL

CL

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

ASPHALTIC CONCRETE.GRAVEL and SAND, fine tocoarse; greyish brown; dense.[ROAD BASE FILL]

SAND, poorly graded, fine tomedium; grey; loose tocompact. [POSSIBLE FILL]

Sandy SILT, low to mediumplasticity, fine to medium sand,with organics; grey; cohesive.

3.05m END OF HOLE.

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

14-1447-0012 (5000)

P


SHEET of


CountDetails


IndexProperties

Cla

ssifi

catio

n


1 1

PREPARED BY:


wL wP


TEST HOLE No.






Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)


She

arS

tren

gth

(kP

a)

San

d

- Golder Associates



Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) A

Woo

d 3

/5/1

5

AS

AS

AS

AS

0.15

0.15

0.15

0.15

0.12 m 0.30 m

1.83 m


SP-GP

SP

ML-MH

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

ASPHALTIC CONCRETE.GRAVEL and SAND, trace silt,fine to coarse, sub-angular;brownish grey; dense. [ROADBASE FILL]

SAND, poorly graded, trace silt,fine to medium; grey-brown;loose to compact.

Silty CLAY, low to mediumplasticity, trace fine sand;grey-brown; cohesive.

3.05m END OF HOLE.

8

21

31

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

P


SHEET of


CountDetails


IndexProperties

Cla

ssifi

catio

n


1 1

PREPARED BY:


wL wP


TEST HOLE No.






Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)


She

arS

tren

gth

(kP

a)

San

d

- Golder Associates



14-1447-0012 (5000)

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) ja

youn

g 1

1/12

/15

AS

AS

AS

AS

0.15

0.15

0.15

0.15

0.15 m 0.30 m

2.29 m


SP-GP

SP

CL

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

ASPHALTIC CONCRETE.GRAVEL and SAND, trace silt,fine to coarse, subangular;brownish grey; dense. [ROADBASE FILL]SAND, poorly graded; brownishgrey; loose to compact.[POSSIBLE FILL]SAND, poorly graded, some silt;grey; loose. [POSSIBLE FILL]- wood chunk at 1.52 m depthSILT, low plasticity; grey-brown;cohesive.

Silty CLAY, low plasticity; grey;cohesive.

3.05m END OF HOLE.

53

0

42

28

5

72

38 23

2

5

40

39

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

P


SHEET of


CountDetails


IndexProperties

Cla

ssifi

catio

n


1 1

PREPARED BY:


wL wP


TEST HOLE No.






Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)


She

arS

tren

gth

(kP

a)

San

d

- Golder Associates



14-1447-0012 (5000)

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) ja

youn

g 1

1/12

/15

AS

AS

AS

AS

AS

0.08

0.15

0.15

0.15

0.15

0.15 m 0.23 m

0.91 m

1.68 m 1.83 m

Groundwater seepage encountered at 1.68 m depthin open augerhole.

GP-SP

SP

SP1

ML

CL

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

Silty CLAY, low plasticity, traceorganics; brown-grey; cohesive.[POSSIBLE FILL]Silty CLAY, low plasticity, withorganics; brown- black- grey;cohesive. [POSSIBLE FILL]SAND, poorly graded; brownishgrey; loose to compact.[POSSIBLE FILL]

Silty CLAY, high plasticity, withorganics; black- brown- grey;cohesive.

Clayey SILT, high plasticity;grey; cohesive.

3.05m END OF HOLE.

24

43

22

36

Sam

ple

Typ

e

(Blo

ws/

0.3m

)D

CP

T

(Blo

ws/

0.3m

)S

PT

N

Rec

over

y (m

)

P


SHEET of


CountDetails


IndexProperties

Cla

ssifi

catio

n


1 1

PREPARED BY:


wL wP


TEST HOLE No.






Oth

er T

ests

w

Gradation %

Gra

vel

Fin

es

L

DescriptionD

epth

(m

)


She

arS

tren

gth

(kP

a)

San

d

- Golder Associates



14-1447-0012 (5000)

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:B

C_M

OT

WIT

H D

CP

T (

AU

TO

) ja

youn

g 1

1/12

/15

AS

AS

AS

AS

AS

0.15

0.15

0.15

0.15

0.15

0.46 m

0.76 m

1.52 m 1.68 m

Groundwater seepage encountered at 1.22 m depthin open augerhole.

CL

CL

SP

CH

MH

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0


APPENDIX B Laboratory Testing


3/16/2015 14-1447-0012/5000

TOP

BOTT

OM

GR

AVEL

SAN

D

FIN

ES

AH15-01 1 0.76 0.91 AS 15.4 6 85 9

AH15-01 2 1.07 1.22 AS 19.8 0 96 4

AH15-01 3 2.29 2.44 AS 114.7

AH15-01 4 2.74 2.90 AS 56.4 73 31 42

AH15-02 2 1.07 1.22 AS 23.9

AH15-02 3 2.74 2.90 AS 50.9

AH15-03 1 0.31 0.46 AS 9.3

AH15-03 2 0.61 0.76 AS 40.7

AH15-03 3 1.22 1.37 AS 27.0

AH15-03 4 2.44 2.59 AS 141.8 122 51 71

AH15-04 1 0.15 0.30 AS 4.2 34 61 5

AH15-04 2 0.76 0.91 AS 20.5 0 93 7

AH15-04 3 2.13 2.29 AS 27.9

AH15-04 4 2.29 2.44 AS 43.1

AH15-04 5 2.59 2.74 AS 36.3

AH15-06 2 1.07 1.22 AS 7.8

AH15-06 3 2.13 2.29 AS 21.1

AH15-06 4 2.44 2.59 AS 30.9

AH15-07 1 0.15 0.23 AS 2.5 53 42 5

AH15-07 2 0.76 0.91 AS 5.1

AH15-07 4 1.68 1.83 AS 40.4 0 28 72

AH15-07 5 2.74 2.90 AS 39.0 38 23 15

AH15-08 1 0.15 0.30 AS 24.3

AH15-08 2 0.61 0.76 AS 43.2

AH15-08 3 1.07 1.22 AS 22.3

AH15-08 5 2.59 2.74 AS 35.8

Location: Richmond and Delta, B.C.

SAMPLING DATA SOILS INDEX TESTING RESULTS

Summary of Laboratory Results

Client: Ministry of Transportation and Infrastructure Project No.: 14-1447-0012 Phase: 5000

Project: George Massey Tunnel Replacement Project - Highway 99 and InterchangesTE

ST H

OLE

SAM

PLE

NU

MBE

R

DEPTH (m)

SAM

PLE

TYPE

NAT

UR

AL M

OIS

TUR

E C

ON

TEN

T (%

)

LIQ

UID

LIM

IT (L

L) (%

)

PLAS

TIC

LIM

IT (P

L) (%

)

PLAS

TIC

ITY

IND

EX (P

I) (%

) GRAIN SIZE PERCENT BY WEIGHT

Golder Associates Page 1 of 1

AH15-01 1 0.76 0.91 15.4

AH15-01 2 1.07 1.22 19.8

AH15-01 3 2.29 2.44 114.7

AH15-01 4 2.74 2.90 56.4

AH15-02 2 1.07 1.22 23.9

AH15-02 3 2.74 2.90 50.9

AH15-03 1 0.31 0.46 9.3

AH15-03 2 0.61 0.76 40.7

AH15-03 3 1.22 1.37 27.0

AH15-03 4 2.44 2.59 141.8

AH15-04 1 0.15 0.30 4.2

AH15-04 2 0.76 0.91 20.5

AH15-04 3 2.13 2.29 27.9

AH15-04 4 2.29 2.44 43.1

AH15-04 5 2.59 2.74 36.3

AH15-06 2 1.07 1.22 7.8

AH15-06 3 2.13 2.29 21.1

AH15-06 4 2.44 2.59 30.9

AH15-07 1 0.15 0.23 2.5

AH15-07 2 0.76 0.91 5.1

AH15-07 4 1.68 1.83 40.4

AH15-07 5 2.74 2.90 39.0

AH15-08 1 0.15 0.30 24.3

AH15-08 2 0.61 0.76 43.2

AH15-08 3 1.07 1.22 22.3

AH15-08 5 2.59 2.74 35.8

SampleLocation

WaterContent

(%)Depth

(m)Bottom

(m)

Depth IntervalSample

No.Specimen

No.

Sheet 1 of 1

LP 2/24/2015

ASTM D 2216WATER CONTENT DETERMINATION Reference(s)

Checked Date

Project:

Location:


Client: Ministry of Transportation

Delta, BC

Lab Schedule No.:

Project No.: 14-1447-0012 Phase: 5000

Golder Associates Ltd.300 - 3811 North Fraser Way Burnaby, BC, Canada V5J 5J2

Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:_

LAB

_WA

TE

R C

ON

TE

NT

(R

EP

OR

T)

sjo

hn 3

/5/1

5

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

SUMMARY OF PARTICLE SIZE DISTRIBUTION

USCS Particle Size Scale

LP

0.76 to 0.91

SJ/RZ 2/19/2015 2/24/2015

Size of Opening (inches)103/436

Per

cen

t F

iner

by

Mas

s

SAND

Fine MediumCoarseBOULDER FINES (Silt, Clay)

Fine

Particle Size (mm)

Depth Interval (m):

COBBLE

40201 1/2 4HydrometerU.S. Sieve Size (meshes / inch)

Coarse

GRAVEL

200100603/81224

Legend

(mm)(USS) (mm)

PercentPassing

ParticleSizeSieve Size

6"

3.5"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

#4 US MESH

#10 US MESH

#20 US MESH

#40 US MESH

#60 US MESH

#100 US MESH

#140 US MESH

#200 US MESH

152.4

88.9

76.2

50.8

38.1

25.4

19.1

12.7

9.5

4.75

2

0.85

0.425

0.25

0.15

0.106

0.075

100.0

100.0

100.0

100.0

100.0

100.0

97.3

96.6

95.3

93.9

92.2

88.5

62.4

26.9

14.7

11.0

8.8

ASTM C136, C117

National IM Server:GINT_GAL_NATIONALIM Unique Project ID:674 Output Form:_LAB_PARTICLE SIZE (W/ GRADATIONS) sjohn 3/5/15

Golder Associates Ltd.


Ministry of TransportationClient:

George Massey Tunnel Replacement ProjectProject:

Location: Delta, BC

14-1447-0012 Phase: 5000Project No.:

DateTech Checked Date

Reference(s)

Sample Location:

Sample No.:

Lab Schedule No.:

300 - 3811 North Fraser Way Burnaby, BC, Canada V5J 5J2Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

1

AH15-01

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100



LP

1.07 to 1.22

SJ/RZ 2/19/2015 2/24/2015


Per

cen

t F

iner

by

Mas

s

SAND


Fine

Particle Size (mm)

Depth Interval (m):

COBBLE


Coarse

GRAVEL

200100603/81224

Legend

(mm)(USS) (mm)

PercentPassing


6"

3.5"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

#4 US MESH

#10 US MESH

#20 US MESH

#40 US MESH

#60 US MESH

#100 US MESH

#140 US MESH

#200 US MESH

152.4

88.9

76.2

50.8

38.1

25.4

19.1

12.7

9.5

4.75

2

0.85

0.425

0.25

0.15

0.106

0.075

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

99.9

99.3

94.9

58.8

19.7

8.5

5.4

3.9

ASTM C136, C117






Location: Delta, BC

14-1447-0012 Phase: 5000Project No.:


Reference(s)

Sample Location:

Sample No.:

Lab Schedule No.:


2

AH15-01

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100



LP

0.15 to 0.30

SJ/DC 2/19/2015 2/24/2015


Per

cen

t F

iner

by

Mas

s

SAND


Fine

Particle Size (mm)

Depth Interval (m):

COBBLE


Coarse

GRAVEL

200100603/81224

Legend

(mm)(USS) (mm)

PercentPassing


6"

3.5"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

#4 US MESH

#10 US MESH

#20 US MESH

#40 US MESH

#60 US MESH

#100 US MESH

#140 US MESH

#200 US MESH

152.4

88.9

76.2

50.8

38.1

25.4

19.1

12.7

9.5

4.75

2

0.85

0.425

0.25

0.15

0.106

0.075

100.0

100.0

100.0

100.0

100.0

92.4

83.4

74.4

70.0

65.9

60.3

55.0

45.3

19.7

8.6

6.2

5.0

ASTM C136, C117






Location: Delta, BC

14-1447-0012 Phase: 5000Project No.:


Reference(s)

Sample Location:

Sample No.:

Lab Schedule No.:


1

AH15-04

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100



LP

0.76 to 0.91

SJ/RZ 2/19/2015 2/24/2015


Per

cen

t F

iner

by

Mas

s

SAND


Fine

Particle Size (mm)

Depth Interval (m):

COBBLE


Coarse

GRAVEL

200100603/81224

Legend

(mm)(USS) (mm)

PercentPassing


6"

3.5"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

#4 US MESH

#10 US MESH

#20 US MESH

#40 US MESH

#60 US MESH

#100 US MESH

#140 US MESH

#200 US MESH

152.4

88.9

76.2

50.8

38.1

25.4

19.1

12.7

9.5

4.75

2

0.85

0.425

0.25

0.15

0.106

0.075

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

99.8

99.8

99.5

87.5

31.5

12.0

8.7

6.9

ASTM C136, C117






Location: Delta, BC

14-1447-0012 Phase: 5000Project No.:


Reference(s)

Sample Location:

Sample No.:

Lab Schedule No.:


2

AH15-04

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100



LP

0.15 to 0.23

SJ/DC 2/19/2015 2/24/2015


Per

cen

t F

iner

by

Mas

s

SAND


Fine

Particle Size (mm)

Depth Interval (m):

COBBLE


Coarse

GRAVEL

200100603/81224

Legend

(mm)(USS) (mm)

PercentPassing


6"

3.5"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

#4 US MESH

#10 US MESH

#20 US MESH

#40 US MESH

#60 US MESH

#100 US MESH

#140 US MESH

#200 US MESH

152.4

88.9

76.2

50.8

38.1

25.4

19.1

12.7

9.5

4.75

2

0.85

0.425

0.25

0.15

0.106

0.075

100.0

100.0

100.0

100.0

100.0

90.0

78.0

66.0

57.9

47.0

37.2

28.6

19.8

12.4

8.1

6.3

5.1

ASTM C136, C117






Location: Delta, BC

14-1447-0012 Phase: 5000Project No.:


Reference(s)

Sample Location:

Sample No.:

Lab Schedule No.:


1

AH15-07

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100



LP

1.68 to 1.83

SJ/DC 2/19/2015 2/24/2015


Per

cen

t F

iner

by

Mas

s

SAND


Fine

Particle Size (mm)

Depth Interval (m):

COBBLE


Coarse

GRAVEL

200100603/81224

Legend

(mm)(USS) (mm)

PercentPassing


6"

3.5"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

#4 US MESH

#10 US MESH

#20 US MESH

#40 US MESH

#60 US MESH

#100 US MESH

#140 US MESH

#200 US MESH

152.4

88.9

76.2

50.8

38.1

25.4

19.1

12.7

9.5

4.75

2

0.85

0.425

0.25

0.15

0.106

0.075

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

100.0

96.4

91.5

81.3

75.7

73.9

72.4

ASTM C136, C117






Location: Delta, BC

14-1447-0012 Phase: 5000Project No.:


Reference(s)

Sample Location:

Sample No.:

Lab Schedule No.:


4

AH15-07

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80 90 100

LiquidLimit

PlasticLimit

PlasticityIndex

NaturalWater Content

(%)

LiquidityIndex

ASTM D 4318-10

NP - NON-PLASTIC RESULT ND - NOT DETERMINED

2.74 to 2.90Depth Interval (m):

AH15-01 56.473 31 0.6 42.0

PLASTICITY CHART

Pla

stic

ity

Ind

ex

Liquid Limit

Depth(m)

SampleLocation

OA/SJ 2/20/2015 LP

Note: The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

2/24/2015

LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS

Sample / SpecimenNumber

2.74 2.90

Bottom(m)

PercentPassing

#40 Sieve(%)

Sym.

4 ND

N/A

Preparation Method:Test Method: A-Multi Point

Other Remarks:

Wet

14-1447-0012 Phase: 5000

Project:

Location:



Delta, BC

Project No.:





Reference(s)

Augerhole ID: AH15-01

Lab Schedule No.:

Sample No.: 4

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:_

LAB

_AT

TE

RB

ER

G C

AS

AG

RA

ND

E (

SIN

GLE

) s

john

3/5

/15

ML OLORCL-ML

"A" Line

ORMH OH

CL OLOR

CH OHOR

>>

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80 90 100

LiquidLimit

PlasticLimit

PlasticityIndex


(%)

LiquidityIndex

ASTM D 4318-10



AH15-03 141.8122 51 1.3 71.0

PLASTICITY CHART

Pla

stic

ity

Ind

ex

Liquid Limit

Depth(m)

SampleLocation

OA/DC 2/20/2015 LP


2/24/2015



2.44 2.59

Bottom(m)

PercentPassing

#40 Sieve(%)

Sym.

4 ND

N/A


Other Remarks:

Wet

14-1447-0012 Phase: 5000

Project:

Location:



Delta, BC

Project No.:





Reference(s)


Lab Schedule No.:

Sample No.: 4

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:_

LAB

_AT

TE

RB

ER

G C

AS

AG

RA

ND

E (

SIN

GLE

) s

john

3/5

/15

ML OLORCL-ML

"A" Line

ORMH OH

CL OLOR

CH OHOR

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80 90 100

LiquidLimit

PlasticLimit

PlasticityIndex


(%)

LiquidityIndex

ASTM D 4318-10



AH15-07 39.038 23 1.1 15.0

PLASTICITY CHART

Pla

stic

ity

Ind

ex

Liquid Limit

Depth(m)

SampleLocation

OA/SJ 2/20/2015 LP


2/24/2015



2.74 2.90

Bottom(m)

PercentPassing

#40 Sieve(%)

Sym.

5 ND

N/A


Other Remarks:

Wet

14-1447-0012 Phase: 5000

Project:

Location:



Delta, BC

Project No.:





Reference(s)


Lab Schedule No.:

Sample No.: 5

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:_

LAB

_AT

TE

RB

ER

G C

AS

AG

RA

ND

E (

SIN

GLE

) s

john

3/5

/15

ML OLORCL-ML

"A" Line

ORMH OH

CL OLOR

CH OHOR


APPENDIX C CPT Plots


The reported coordinates were provided by the client.

0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)

GolderJob No: 15-02002Date: 02:02:15 07:17Site: George Massey Tunnel Replacement

Sounding: CPT15-01 Cone: 408:T1500F15U500

Max Depth: 50.000 m / 164.04 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.200 m

File: 15-02002_CP01.CORUnit Wt: SBT Chart Soil Zones

SBT: Lunne, Robertson and Powell, 1997Coords: UTM 10N N: 5446363m E: 493774m Page No: 1 of 1

X Y

DRILLED OUT DRILLED OUT DRILLED OUT DRILLED OUT DRILLED OUT

Target Depth Target Depth Target Depth Target Depth Target Depth

New Sounding


0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X YTarget Depth Target Depth Target Depth Target Depth Target Depth

New Sounding


0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y



New Sounding


0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y


New Sounding

The reported coordinates were acquired from hand-held GPS equipment and are only approximate locations. The coordinates should not be used for design purposes.

0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y

Refusal Refusal Refusal Refusal Refusal

New Sounding


0 100 20050

55

60

65

70

75

80

85

90

95

100

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y

Refusal Refusal Refusal Refusal Refusal

New Sounding


0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y



New Sounding


0 100 20050

55

60

65

70

75

80

85

90

95

100

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y



New Sounding


0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y



New Sounding


0 100 20050

55

60

65

70

75

80

85

90

95

100

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y



New Sounding


0 100 2000

5

10

15

20

25

30

35

40

45

50

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)






X Y


New Sounding


0 100 20050

55

60

65

70

75

80

85

90

95

100

qt (bar)

Dep

th (m

eter

s)

0.0 1.0 2.0

fs (bar)

0.0 2.0 4.0 6.0

Rf (%)

0 100 2000

u (m)

0 15 300-15-30

Incl X/Y (Deg)







New Sounding