APPENDIX 5 · 2016-03-23 · APPENDIX 5 Geotechnical Report . Amec Foster Wheeler Environment &...

NWRFP-16-09

CORPORATION OF THE CITY OF NEW WESTMINSTER

APPENDIX 5

Geotechnical Report

Amec Foster Wheeler Environment & Infrastructure, a division of Amec Foster Wheeler Americas Limited #110 – 18568 – 96th Avenue Surrey, British Columbia Canada, V4N 3P9 Tel: (604) 295 8657 Fax: (604) 295 8658

Geotechnical Site Assessment Queensborough Main Replacement Project

Ewen Avenue, Richmond, BC

Submitted to:

Metro Vancouver 4330 Kingsway

Burnaby, BC V5H 4G8

Submitted by:

Amec Foster Wheeler Environment & Infrastructure Surrey, BC

14 April 2015

Amec Foster Wheeler File: VT140043

Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015

Amec Foster Wheeler File: VT140043 Page i P:\PROJECTS\OTHER OFFICES\VT PROJECTS\VT140043 Ewen Avenue, New Westminster\Ewen Avenue\VT140043 Ewen Avenue Watermain Replacement REVISED Geotech Report_Final Apr 14_15.docx

TABLE OF CONTENTS

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

2.0 PROJECT DETAILS .............................................................................................. 1

3.0 FIELD WORK ......................................................................................................... 1

4.0 SITE CONDITIONS ................................................................................................ 2 4.1 Surficial Geology ............................................................................................ 2 4.2 Soil Profile...................................................................................................... 2

4.2.1 Asphalt ............................................................................................... 2 4.2.2 Granular Fill ........................................................................................ 2 4.2.3 Peat .................................................................................................... 2 4.2.4 Silt with Peat ....................................................................................... 2 4.2.5 Silt ...................................................................................................... 3 4.2.6 Clayey Silt/Silty Clay ........................................................................... 3 4.2.7 Fraser River Channel Sand ................................................................ 3

4.3 Groundwater Conditions ................................................................................ 3

5.0 DISCUSSION & RECOMMENDATIONS ................................................................ 3 5.1 Excavation ..................................................................................................... 4 5.2 Dewatering..................................................................................................... 4 5.3 Seismic Considerations.................................................................................. 4 5.4 Liquefaction Assessment ............................................................................... 5 5.5 Bearing Support and Settlements .................................................................. 6 5.6 Backfilling ...................................................................................................... 6 5.7 Drainage ........................................................................................................ 8 5.8 Additional Design Parameters ........................................................................ 8

6.0 GEOTECHNICAL REVIEW DURING CONSTRUCTION ........................................ 9

7.0 LIMITATIONS AND CLOSURE .............................................................................. 9

LIST OF TABLES Table 5.1: Summary of Liquefaction Data (1:475 years) ................................................. 5 Table 5.2: Summary of Liquefaction Data (1:975 years) ................................................. 5 Table 5.3: Summary of Liquefaction Data (1:2475 years) ............................................... 6 Table 5.4: Granular Base ............................................................................................... 7 Table 5.5: Granular Subbase ......................................................................................... 8


Amec Foster Wheeler File: VT140043 Page ii P:\PROJECTS\OTHER OFFICES\VT PROJECTS\VT140043 Ewen Avenue, New Westminster\Ewen Avenue\VT140043 Ewen Avenue Watermain Replacement REVISED Geotech Report_Final Apr 14_15.docx

LIST OF FIGURES Figure 1 – Site Location Plan Figure 2 – Borehole Location Plan (1/2) Figure 3 – Borehole Location Plan (2/2)

APPENDICES Appendix A – Borehole Logs and Terms And Symbols Appendix B – National Building Code Seismic Hazard Calculation Appendix C – Results Of SCPT by Schwartz Soil Technical Appendix D – Results of Liquefaction Analyses


Amec Foster Wheeler File: VT140043 Page 1 P:\PROJECTS\OTHER OFFICES\VT PROJECTS\VT140043 Ewen Avenue, New Westminster\Ewen Avenue\VT140043 Ewen Avenue Watermain Replacement REVISED Geotech Report_Final Apr 14_15.docx

1.0 INTRODUCTION

Amec Foster Wheeler Environment & Infrastructure (Amec Foster Wheeler) is pleased to

present this geotechnical site assessment report relating to the detailed design and

construction of the Queensborough Main Replacement Project. The work will be included

with the City Ewen Avenue Reconstruction Project. Amec Foster Wheeler’s terms of

reference are as stated in the AMEC proposal dated November 21, 2014.

2.0 PROJECT DETAILS

The project consists of the construction of two water mains approximately 2100 m long

along Ewen Avenue in Queensborough, New Westminster, from Boundary Road

northeast to Derwent Way. The water mains will include a Greater Vancouver Water

District (GVWD) 600 mm diameter ductile iron pipe and a City of New Westminster (CNW)

250 mm diameter ductile iron pipe. The site location and proposed water main alignment

are shown in Figures 1 and 2.

The proposed water main routing is within the Ewen Avenue road way. The pipe will be

installed by trench excavation methods. Our recommendations in this report refer to the

preliminary design drawing, WF-1075, Issued for Reference.

The typical water main depth is 2.4 m for the GVWD 600 main and 1.3 m for the CNW 250

main. The minimum pipe cover is 1.8m and 1.0 m for GVWD 600 main and CNW 250

main, respectively.

3.0 FIELD WORK

Prior to borehole drilling, Amec Foster Wheeler contacted BC One Call in order to locate

boreholes so as to avoid buried infrastructure. As well, a utility locating company was

retained to locate the subsurface utilities and clear all borehole locations.

Proposed borehole locations were reviewed by Metro Vancouver and the City of New

Westminster before the field work was carried out. All boreholes were day-lighted using

a Hydrovac Rig in the upper 1.8 to 2.4 m in order to avoid damage to nearby buried

infrastructure.

Subsurface conditions were explored by advancing eight boreholes (BH15-01 through

BH15-08) and two seismic cone penetration tests (SCPT15-01 and SCPT15-02). This

work was conducted from January 14 to 16, 2015 and the locations are shown in Figure 2.

Boreholes were advanced to a depth of 6.0 m below the ground surface using a drilling rig

operated by Downrite Drilling Ltd. with solid stem auger. Four of the boreholes, BH15-03,

BH15-04, BH15-05, and BH15-07 were completed with groundwater monitoring wells.

Excess soil cuttings were collected, placed into steel drums and removed from the site.

The field program was coordinated and monitored by a representative of Amec Foster

Wheeler, who set out the boreholes, classified the encountered soils, and maintained logs



of the boreholes. The soil samples recovered from the boreholes were classified in

general accordance with the Modified Unified Soil Classification System.

The soil samples were submitted to Amec Foster Wheeler’s Surrey laboratory to confirm

field classifications and to determine the moisture content and other soil properties.

4.0 SITE CONDITIONS

4.1 Surficial Geology

The Geological Survey of Canada Map 1484A indicates that the soils in the area consist of Lowland Peat Deposits overlying Fraser River Sediments.

4.2 Soil Profile

The subsurface conditions encountered in the boreholes, as described in the borehole

logs in Appendix A, were generally consistent with the mapped surficial geology. Materials

encountered in the boreholes consisted of:

4.2.1 Asphalt

The thickness of asphalt was 115 mm to 545 mm. Asphalt was not present at BH15-04,

which was located off the roadway. Asphalt was underlain by granular fill. It is apparent

that periodic re-surfacing of the road has occurred based on the significant thickness of

asphalt.

4.2.2 Granular Fill

Dense to compact sand and gravel fill was 385 to 1115 mm thick and to depths of 0.6 m

to 1.9 m. Buried asphalt layers, 50 to 100 mm thick were encountered near the surface

of the granular fill layer at BH15-06, BH15-07 and BH15-08. The granular fill was underlain

by peat.

4.2.3 Peat

Dark to reddish brown, peat with thicknesses varying between 0.8 to 3.2 m, and to depths

of 2.1 to 3.8 m below the surface. The peat is fibrous to amorphous, soft, wet and highly

compressible. Moisture content of samples ranged from 601% to 203%. Silty peat layers

are present in this stratum.

4.2.4 Silt with Peat

Grey/brown, very soft, silt with fibrous peat was encountered below the peat stratum. The

peaty silt to silt with some peat with thicknesses varying between 0.7 to greater than 3.1

m, and to depths of 4.0 m to greater than the borehole termination depth of 6.1m (BH15-

02 and BH15-08). Moisture contents of samples ranged from 140% to 64% and are

influenced by the organic content. This organic rich stratum was underlain by silt as



encountered at BH15-01, BH15-03, BH15-04, BH15-05, BH15-06 and BH15-07.

Undrained shear strengths tested by torvane are in the order of 10 to 20 kPa.

4.2.5 Silt

Grey, very soft to soft, low to medium plastic silt with trace organics and sandy lenses was

encountered at depths of 7 to 9.5 m as indicated by SCPT15-01 and SCPT15-02.

4.2.6 Clayey Silt/Silty Clay

Clayey silt/silty clay was encountered to depths of 11 to 12 m as indicated by SCPT15-01

and SCPT15-02 underlain by sand.

4.2.7 Fraser River Channel Sand

Sand as indicated by SCPT15-01 and SCPT15-02 was encountered with the holes

terminated in this material at a depth of 20 m.

4.3 Groundwater Conditions

At the time of the investigation, groundwater was observed at all boreholes at depths

varying from 1.1 m to 1.9 m. It is expected that groundwater levels will fluctuate

seasonally, during extended periods of wet weather, and to a lesser degree tidally based

on the close proximity to the Fraser River.

5.0 DISCUSSION & RECOMMENDATIONS

The subject section of the water main alignment is 2100 m long and includes structures

based at a depth of up to 3.5 m. The boreholes indicate that peat or peaty silt is present

to a depth of 2.0 to 5.0 m. Soft silt is present below that depth.

The soils in this area are known to be compressible and settlement will occur when the

vertical stress on the native soils is increased. On this project, the removal of the organic

rich native soil within the proposed trench limits and subsequent replacement with

conventional sand and gravel backfill would cause an increase in stress due to the

variation of the unit weight of the two materials. As such, we recommend the use of light

weight fill as backfill in order to reduce the potential for post-construction settlement.

Open trenching with passive dewatering provided as required by pumps is expected to be

sufficient for excavation in the peat/silt.

Our analysis indicates that portions of the site soils are subject to liquefaction during the

design earthquake.

The following sections describe Amec Foster Wheeler’s geotechnical comments and

recommendations regarding trench excavation and backfill, site preparation, pavement

structure, drainage and other aspects of sewer design and construction.



5.1 Excavation

Excavations deeper than 1.2 m and steeper than 3/4H:1V (Horizontal:Vertical) should be

shored/sloped in accordance with Worksafe BC regulations. These regulations state that

steeper/deeper unshored slopes are possible pending written on site assessment by an

experienced professional engineer.

For standard trench excavations, vertical cuts in the order of 3.0 m high are anticipated.

Benched/inclined cuts may be feasible in landscaped sections of the alignment but may

not be desirable for the majority of the alignment where the trench will be cut into the

existing road. We expect that trench shields/cages used in accordance with

manufacturer’s instructions will be suitable for most sections of the alignment. Wooden

or other shoring may be required where there are crossing services that restrict the use of

a trench shield.

5.2 Dewatering

For much of the alignment, the base of the trench will be about 2.5 to 3.0 m deep and

below the groundwater table. The majority of the excavation will be in peaty/cohesive soil.

We expect that dewatering will be required in these areas and this dewatering can be

carried out using conventional sumps and pumps.

Buoyancy should be considered during the construction of the water main. The lightweight

fill will have a unit weight that is less than water and therefore during construction, the

level of the water in the trench must be controlled while the fill is placed.

Dewatering is considered temporary works and design of the dewatering system should

be the responsibility of the contractor.

5.3 Seismic Considerations

The National Building Code of Canada (NBCC) requires that structures be designed to

resist collapse when subjected to “strong shaking”, defined as ground motions with a

return period of one in 2,475 years (or two percent probability of exceedence in 50 years).

A secondary objective of the code is to limit damage to buildings caused by low to

moderate shaking. NBCC has adopted the use of foundation factors dependent on

analysis of ground motion histories adjusted for local site conditions, characterized based

on the average shear wave velocity and relative density of the earth materials in the

uppermost 30 m. Based on the average shear velocity and the potential for soil

liquefaction, the site is given a site class in conformance with Table 4.1.8.4 A of the 2010

National Building Code of Canada. Accordingly Seismic Site Class F applies to this

section of the water main alignment.

A peak ground acceleration (PGA) of 0.504g and 0.269g should be used for this site for

the 1/2,475 and 1/475 return period events, respectively. The 2010 National Building

Code Seismic Hazard Calculation is presented in Appendix B.



5.4 Liquefaction Assessment

Since part of this site has been classified to be Site Class F, we have completed the site

specific response analysis to get Cyclic Stress Ratio (CSR) and Cyclic Resistance Ratio

(CRR) using the recommendations of Greater Vancouver Liquefaction Task Force Report,

May 2007 and NBCC 2010 ground motion for 2%, 5% and 10% probability of exceedence

in 50 years (1:475 years, 1:975 years and 1:2475 years, respectively).

The CRR was analyzed using the test results from SCPT15-01 and SCPT15-02. The

results of liquefaction analysis are presented in Appendix C and summarized in Table 5.1

to Table 5.3.

Liquefaction calculations were made using the NCEER 1998 method of Youd and Idriss.

Possible vertical displacements were calculated using the method of Zhang, Robertson

and Brachman. In order for lateral displacement to occur, sloping ground or a free face is

required in the vicinity of the water main section. For the most part the ground is flat and

the mid-point of the water main will be below the bottom of nearby ditches. Thus, for most

of the water main alignment, we do not expect significant lateral displacement to occur.

More accurate prediction of displacement can be made with two dimensional modelling

which is beyond the present scope. More liquefaction and settlement induced by

earthquake are possible below the end of test holes (SCPT15-01 and SCPT15-02).

Table 5.1: Summary of Liquefaction Data (1:475 years)

Location Liquefiable

Depths

(m)

Possible

Vertical

Displacement

(m)

Comments

SCPT15-01 3.7 to 11.5 0.33 For 475 return period




Depths

(m)

Possible

Vertical

Displacement

(m)

Comments


SCPT15-02 3.8 to 13.8 &

15.5 to 17.0

0.38 For 975 return period





Depths

(m)

Possible

Vertical

Displacement

(m)

Comments



5.5 Bearing Support and Settlements

The trench base is expected to consist of peat or soft native peaty silt. This material will

be sensitive to disturbance by construction traffic. It is recommended that the trench base

be over excavated by 300 mm and then overlain with a non-woven geotextile, such as

Nilex 4545 or equivalent followed by light-weight backfill. We recommend lightly

compacting the fill in place using small hand held equipment. Bedding material and the

overlying water main should then be installed as per the design drawings.

Considering that the use of granular soil as backfill will result in increased loading on the

underlying native soil due to the increase in soil unit weight, settlements under static

conditions would be expected. The settlement can be reduced by the use of light weight

material as trench backfill.

We recommend that a condition survey of the immediate area be conducted prior to

construction. Essentially, this is a photographic record of the condition of areas adjacent

to the proposed lines. Such a survey can be important in the event that claims arise for

damages that have occurred as a result of construction.

We also recommend that settlement monitoring, to the extent of at least 6 metres beyond

the sides of pipe trench be conducted during construction. The temporary lowering of the

water table for excavation of the trench can induce settlement. This settlement, if it occurs,

is a time dependant process. Monitoring will allow for a determination of the rate and

magnitude of settlement, as well as prediction of future settlement.

5.6 Backfilling

Suitable backfilling of the trenches will be important in order to reduce the magnitude of

potential future settlement of the trench backfill and infrastructure supported on top of that

backfill. The selection of appropriate material and compaction of that material in thin lifts

will be required particularly where the trench crosses the road and other hard surfaces.

In accordance with the recommendations for backfilling is such a manner to reduce the

potential for settlement, the design drawings provide details for completion of this work.



The Amec Foster Wheeler design drawings that provide the details are listed as District

File WF-1075, drawing numbers C-014, C-015, and C-016.

These drawings indicate the appropriate use of a nonwoven geotextile to provide

separation between the backfill and the native soil. The design for areas with native soil

consisting of peat and soft silt incorporates the use of light weight fill as backfill below a

depth of 1000 mm from grade. The light weight fill should consist of an approved material

such as pumice. The light-weight fill should have an in-place unit weight of not more than

800 kg/m3. A sample of any material that is proposed for use as light-weight fill should be

provided to Amec Foster Wheeler for review and approval prior to its use as backfill.

Details for the subgrade preparation for the chambers, valves, and connections are also

provided on the Amec Foster Wheeler design drawings.

Backfill used in the zone from surface grade to a depth of 1 metre should be imported

granular material compacted to the Master Municipal Construction Document (MMCD)

specification of 95% of MPMDD or to City of New Westminster specifications if different

than MMCD.

Existing site material consisting of granular base that was encountered in all boreholes is

expected to be suitable for re-use as trench backfill. Such material should be salvaged

for use as backfill subject to approval by the geotechnical engineer. Any material

proposed for re-use must meet environmental requirements.

MMCD Specifications for granular base and subbase are as follows:

Table 5.4: Granular Base

Sieve Designation (mm) Percent passing

19 100

12.5 75 to 100

9.5 60 to 90

4.75 40 to 70

2.36 27 to 55

1.18 16 to 42

0.600 8 to 30

0.300 5 to 20

0.075 2 to 8



Table 5.5: Granular Subbase

Sieve Designation (mm) Percent Passing

75 100

25 50 to 85

0.150 0 to 15

0.075 0 to 8

We understand that the pavement will be replaced by a patch. The thickness of the patch

should match the existing asphalt thickness.

5.7 Drainage

Drainage is important for pavement performance and avoidance of future distress related

to the concentrated ponding of water and softening of the subgrade and frost action. We

understand that pavement surfaces will have a minimum one percent gradient toward

standard catch basins.

The water main and associated structures should be designed to resist the buoyant force

that will occur when water level is at the 200 year design flood elevation.

Structures should be designed with a widened base that, when backfilled, will provide

adequate resistance to buoyancy.

5.8 Additional Design Parameters

The following parameters are provided for design of the proposed sewer main and

associated facilities.

Unit weight of sand and gravel backfill, Ƴ = 22 kN/m³

Unit weight of native silt and sand soil, Ƴ = 17 kN/m³

Unit weight of light-weight fill, Ƴ = 7.9 kN/m³

Submerged unit weight – subtract the unit weight of water, 10 kN/m³, from the above

Bearing capacity values of 50 kPa (SLS) and 75 kPa (ULS) can be used to design foundations for structures

A friction angle, ɸ’, of 36° should be used for granular fill

Coefficient of Active lateral earth pressure, Ka = 0.24

Coefficient of At Rest lateral pressure, Ko = 0.41

Coefficient of seismic lateral earth pressure, Kae = 0.50

Coefficient of passive lateral earth pressure, Kp = 3.0

Coefficient of base friction, µ = 0.5

Modulus of subgrade reaction = 10 MN/m³



6.0 GEOTECHNICAL REVIEW DURING CONSTRUCTION

The recommendations provided in this report are based on Amec Foster Wheeler’s current

understanding of the physical attributes of the site, the intended use of the site, the

proposed sewer main layout, and on the assumptions that the work will be carried out by

an experienced contractor in a manner consistent with good engineering practice, and that

an appropriate level of geotechnical field review will be conducted by Amec Foster

Wheeler during construction of the development.

Provision should be made for Amec Foster Wheeler to review the final plans contained in

construction specifications. Amec Foster Wheeler will conduct geotechnical testing and

field review during site preparation works. This will include field review of all subgrade

conditions such as testing of materials intended for use as structural fills and assess

compliance with compaction specifications.

In the event that site conditions other than those anticipated and described in this report

are encountered, Amec Foster Wheeler should be promptly notified and provided with the

opportunity to review such conditions and make such revisions as may be appropriate.

7.0 LIMITATIONS AND CLOSURE

The recommendations presented herein are based on a geotechnical evaluation of the

findings of the site exploration and other information deemed relevant to the assessment.

The material in this report reflects Amec Foster Wheeler’s judgement in light of the

information available to Amec Foster Wheeler at the time of preparation of the report. If

conditions other than those identified are noted during subsequent phases of the project,

Amec Foster Wheeler Environment & Infrastructure should be notified and given the

opportunity to review and revise the current recommendations, if necessary.

Recommendations presented herein may not be valid if an adequate level of field review

is not provided during construction or if relevant code requirements are not met.

This report has been prepared for the exclusive use of Metro Vancouver, for the specific

application to the development described within this report. Any use which a third party

makes of this report, or any reliance on or decisions made based on it are the responsibility

of such third parties. Amec Foster Wheeler accepts no responsibility for damages, if any,

suffered by any third party as a result of decisions made or actions taken based on this

report. It has been prepared in accordance with general accepted soil and foundation

engineering practices. No other warranty, expressed or implied, is made.

FIGURES Figure 1 – Site Location Plan

Figure 2 – Borehole Location Plan

METRO

VANCOUVER

CLIENT AND LOGO:

SITE LOCATION PLAN

TITLE:

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DATE:

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REV. NO:

01

VT140043

FIGURE NO:

JAN 2015

GEOTECHNICAL ASSESSMENT

EWEN AVENUE WATER MAIN

NEW WESTMINSTER, BC

Amec Foster Wheeler

Environment & Infrastructure

Unit 110, 18568 - 96 Avenue

Surrey, BC V4N 3P9

Tel. 604-295-8657 Fax 604-295-8658

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APPENDIX A Borehole Logs and Explanation of Terms and Symbols

Asphalt (150mm)

Granular Fill - 19mm minus Sand & Gravel (100mm)/75mm minus Sand & gravel (330mm), trace brick pieces,grey/brown, compact, moist

Peat, fibrous to amorphous, dark-reddish brown, moist towet

Groundwater at time of drilling -

Peat, silty, brown trace grey, very soft, wet

Peat, silty, trace-some clay, grey/brown, very soft, wet

Peat, fibrous, dark-reddish brown, wet

Silt, peaty, trace-some clay, grey/brown, very soft, wet

Silt, some peat, grey/brown, very soft, wet

End of BH

01-0101-02

01-03

01-04

01-05

0.2

0.6

0.6

0.2

1.8

-1.0

2.4

-1.6

3.0

-2.2

3.8

-3.0

5.2

-4.4

6.1

-5.3

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)

BOREHOLE LOCATION: (See Site Plan) Elevation referenced fromCAD File C000AAWF1075

SP

T B

LO

WS

PE

R 1

52m

m

DEPTH

AMEC FOSTER WHEELEREnvironment & Infrastructure18568 - 96 Avenue, Unit 110Surrey, B.C. V4N 3P9

EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-01

REVIEWED BY: DPH

BOREHOLE No. BH15-01

TORVANE

DESCRIPTION OF MATERIALS

WL%

STARTED: 15/01/2015

DRILLING METHOD: Hydrovac/Solid Stem Auger

PROJECT: Ewen Avenue Watermain Replacement

SPT N

PROJECT NO.: VT140043

Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE

FINISHED: 15/01/2015

10 30 50 70 90

LOCATION: Queensborough, New Westminster, BC

Su (kPa)

LOGGED BY: EDS

Elev. 0.8 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

13

14

21

528

335

228

542

140

Asphalt (545mm)

Granular Fill - 19mm minus Sand & Gravel (75mm)/75mm minus Sand & gravel (315mm), grey,dense-compact, moist



Silt, peaty to some peat, grey/brown, very soft, wet

End of BH

02-01

02-02

02-03

02-04

0.5

0.5

0.9

0.1

3.0

-2.0

6.1

-5.1

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)


SP

T B

LO

WS

PE

R 1

52m

m

DEPTH


EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-02

REVIEWED BY: DPH


TORVANE


WL%

STARTED: 15/01/2015



SPT N


Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE


10 30 50 70 90


Su (kPa)

LOGGED BY: EDS

Elev. 1.0 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

12

14

13

601

392

102

Asphalt (115mm)

Granular Fill - 19mm minus Sand & Gravel (115mm)/25mm minus sandy Gravel (1700mm), grey, compact,moist



Silt, peaty to some peat, grey/brown, very soft, wet

Silt, trace peat, grey, very soft, wet

- sandy below 5m

End of BH

03-01

03-02

03-03

03-04

0.1

1.1

1.9

-0.7

2.7

-1.5

4.0

-2.8

6.1

-4.9

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)


SP

T B

LO

WS

PE

R 1

52m

m

DEPTH


EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-03

REVIEWED BY: DPH


TORVANE


WL%

STARTED: 15/01/2015



SPT N


Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE


10 30 50 70 90


Su (kPa)

LOGGED BY: EDS/WM

Elev. 1.2 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

18

17

21

331

Granular Fill - 19mm minus Sand & Gravel (305mm)/75mm minus sandy Gravel (460mm)/ 75mm minus Sand& Gravel (150mm), grey, compact, moist




Silt, some peat, trace-some clay, grey/brown, very soft,wet

Silt, trace-some clay, trace peat, grey/brown, very soft,wet

End of BH

04-01

04-02

04-03

04-04

0.9

0.4

1.8

-0.5

3.1

-1.8

4.6

-3.3

6.1

-4.8

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)


SP

T B

LO

WS

PE

R 1

52m

m

DEPTH


EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-04

REVIEWED BY: DPH


TORVANE


WL%

STARTED: 15/01/2015



SPT N


Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE


10 30 50 70 90


Su (kPa)

LOGGED BY: EDS/WM

Elev. 1.3 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

14

13

15

20

417

290

247

Asphalt (395mm)

Granular Fill - 75mm minus sandy Gravel (520mm)/75mm minus Sand & Gravel (150mm), grey, compact,moist




Silt, some peat trace-some, grey/brown, very soft, wet

Silt, trace-some clay, grey, very soft, wet - occasional sandy lense

- sandy below 5.6m

End of BH

05-01

05-02

05-03

05-04

05-05

05-06

0.4

1.1

1.1

0.4

2.3

-0.8

3.7

-2.2

4.4

-2.9

6.1

-4.6

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)


SP

T B

LO

WS

PE

R 1

52m

m

DEPTH


EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-05

REVIEWED BY: DPH


TORVANE


WL%

STARTED: 14/01/2015



SPT N


Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE


10 30 50 70 90


Su (kPa)

LOGGED BY: EDS

Elev. 1.5 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

13

<<

11

439

209

Asphalt (240mm)

Granular Fill- 25mm minus Sand & Gravel (140mm)/Buried Asphalt (90mm)/ 75mm minus sandy Gravel(395mm)/ 75mm minus Sand & Gravel (205mm), grey,compact, moist




Silt, peaty, trace-some clay, grey/brown, very soft, wet

Silt, trace-some clay, trace peat, grey, very soft, wet

End of BH

06-0106-02

06-03

06-04

06-05

0.2

1.0

1.1

0.1

2.1

-0.9

3.7

-2.5

4.4

-3.2

6.1

-4.9

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)


SP

T B

LO

WS

PE

R 1

52m

m

DEPTH


EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-06

REVIEWED BY: DPH


TORVANE


WL%

STARTED: 14/01/2015



SPT N


Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE


10 30 50 70 90


Su (kPa)

LOGGED BY: EDS/WM

Elev. 1.2 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

14

14

11

417

302

111

Asphalt (205mm)

Granular Fill - 25mm minus Sand & Gravel (305mm)/Buried Asphalt (100mm)/ 75mm minus sandy Gravel(710mm), grey, compact, moist

Peat, silty, brown trace grey, very soft, wetGroundwater at time of drilling -

Silt, trace-some peat, grey/brown, very soft, wet

Silt, trace clay and peat, grey, very soft, wet

End of BH

07-0107-02

07-0307-04

07-05

0.2

1.1

1.0

0.3

2.1

-0.8

4.6

-3.3

6.1

-4.8

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)


SP

T B

LO

WS

PE

R 1

52m

m

DEPTH


EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-07

REVIEWED BY: DPH


TORVANE


WL%

STARTED: 14/01/2015



SPT N


Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE


10 30 50 70 90


Su (kPa)

LOGGED BY: EDS/WM

Elev. 1.3 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

13

14

15

233

Asphalt (265mm)

Granular Fill- 19mm minus Sand & Gravel (50mm)/75mm minus Sand & Gravel (115mm)/ Buried Asphalt(50mm)/ 75mm minus sandy Gravel (430mm)/ 75mmminus Sand & Gravel (150mm), compact, moist




Silt, peaty to some peat, trace-some clay, grey/brown,very soft, wet

End of BH

08-01

08-0208-03

08-04

0.3

1.0

1.1

0.2

2.1

-0.8

3.7

-2.4

6.1

-4.8

P PEN/2

WP%

1

2

3

4

5

6

DCPT N

SY

MB

OL

DE

PT

H (m

)


SP

T B

LO

WS

PE

R 1

52m

m

DEPTH


EN

VIR

ON

ME

NT

AL

SA

MP

LE

WE

LL IN

ST

ALLT

ION

DE

TA

ILS

W%

BOREHOLE BH15-08

REVIEWED BY: DPH


TORVANE


WL%

STARTED: 14/01/2015



SPT N


Blows/0.3 m

PEAK

20 60 100 140 180

FIELD VANE

SHEET 1 OF 1

GE

OT

EC

HN

ICA

LS

AM

PLE


10 30 50 70 90


Su (kPa)

LOGGED BY: EDS

Elev. 1.3 m+/-

N-G

EO

-CO

NV

ER

T-N

O C

OO

RD

-AF

W-T

OR

VA

NE

-EN

V

VT

14

00

43

BH

LO

G.V

00

.GP

J

AL

L-1

.GD

T

1/2

9/1

5

13

15

231

542

203

141

115

FIN

E-G

RA

INE

D S

OIL

S

(MO

RE

TH

AN

HA

LF

BY

WE

IGH

T S

MA

LL

ER

TH

AN

75

µm)

OR

GA

NIC

SIL

TS

& C

LA

YS

BE

LO

W "

A"

LIN

E

CLA

YS

AB

OV

E "

A"

LIN

E

NE

GL

IGIB

LE

OR

GA

NIC

CO

NT

EN

T

SIL

TS

BE

LO

W "

A"

LIN

E

NE

GL

IGIB

LE

OR

GA

NIC

CO

NT

EN

T

SA

ND

S

MO

RE

TH

AN

HA

LF

TH

E

CO

AR

SE

FR

AC

TIO

N

SM

AL

LE

R T

HA

N 4

.75m

m

GR

AV

ELS

MO

RE

TH

AN

HA

LF

TH

E

CO

AR

SE

FR

AC

TIO

N

LA

RG

ER

TH

AN

4.7

5m

m

CO

AR

SE

GR

AIN

ED

SO

ILS

(MO

RE

TH

AN

HA

LF

BY

WE

IGH

T L

AR

GE

R T

HA

N 7

5µm

)

MAJOR DIVISION TYPICAL DESCRIPTION

MODIFIED UNIFIED SOIL CLASSIFICATION SYSTEM INCLUDING IDENTIFICATION AND DESCRIPTIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

MH

CL

CI

CH

OL

OH

PtHIGHLY ORGANIC SOILS

SILTY SANDS, SAND-SILT MIXTURES

ORGANIC CLAYS OF HIGH PLASTICITY

W < 50%L

W > 50%L

W < 30%L

30% <W < 50%L

W > 50%L

W < 50%L

W > 50%L

CL - ML

CL

CI

CH

OHOL

0

47

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90

'' A ''

LINE

PLA

ST

ICIT

Y IN

DE

X

LIQUID LIMIT

PLASTICITY CHART FOR SOILS PASSING 425 µm SIEVE

ATTERBERG LIMITS

BELOW "A" LINE OR

P.I. LESS THAN 4

ATTERBERG LIMITS ABOVE

"A" LINE P.I. MORE THAN 7

ATTERBERG LIMITS

BELOW "A" LINE OR P.I.

LESS THAN 4

ATTERBERG LIMITS ABOVE

"A" LINE P.I. MORE THAN 7

STRONG COLOUR OR ODOR, AND

OFTEN FIBROUS TEXTURE

NOT MEETING ABOVE

REQUIREMENTS

NOT MEETING ABOVE

REQUIREMENTS

1. CLASSIFICATION IS BASED

UPON PLASTICITY CHART (SEE

BELOW).

2. ALL SIEVE SIZES ON THIS

SHEET ARE U.S. STANDARD

(ASTM E11).

3. IF THE NATURE OF THE FINES

HAS NOT BEEN DETERMINED, IT

IS DESIGNATED BY THE LETTER

"F",(e.g. SF IS A MIXTURE OF

SAND WITH SILT OR CLAY).

4. COARSE GRAIN SOILS WITH 5%

TO 10% FINES GIVEN

COMBINED GROUP SYMBOLS,

E.G. GW-GP IS A WELL GRADED

OR POORLY GRADED GRAVEL

SAND MIXTURE WITH CLAY

BINDER BETWEEN 5% AND 10%

FINES.

PEAT AND OTHER HIGHLY ORGANIC SOILS

ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY

INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS

INORGANIC CLAYS OF MEDIUM PLASTICITY, SILTY CLAYS

INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY OR SILTY

CLAYS, LEAN CLAYS

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDS OR SILTY

SOILS

INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF

SLIGHT PLASTICITY

CLAYEY SANDS, SAND-CLAY MIXTURES

POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES

WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES

CLAYEY GRAVELS, GRAVEL-SAND- CLAY MIXTURES

SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES

POORLY GRADED GRAVELS, GRAVEL- SAND MIXTURES, LITTLE OR NO

FINES

WELL GRADED GRAVEL, GRAVELS -

SAND MIXTURES, LITTLE OR NO FINES

GROUP

SYMBOL

GRAPH

SYMBOL

LABORATORY

CLASSIFICATION

CRITERIA

CLEAN GRAVEL

(TRACE OR NO

FINES)

DIRTY GRAVEL

(WITH SOME OR

MORE FINES)

CLEAN SANDS

(TRACE OR NO

FINES)

DIRTY SANDS

(WITH SOME OR

MORE FINES)

Material Fraction Approx. Scale SizeSieve size (grain size)

Defining Ranges of % by

Weight of Minor Components

Cobbles

Sand

Gravel

Boulders

Coarse

Fine

Coarse

Medium

>(200-mm)

Retained on 3-in (75-mm)

sieve & < (200-mm)

Passes 3-in (75-mm) sieve &

retained on 34 -in (19-mm) sieve

Passes 34 -in (19-mm) sieve &

retained on No.4 (4.75-mm) sieve

Passes No.4 (4.75-mm) sieve &

retained on No.10 (2.00-mm) sieve

Passes No.10 (2.00-mm) sieve &

retained on No.40 (425-µm) sieve

Fines

(Silt/Clay)Passes No. 200 (75-µm) sieve

< 0.075mm

FinePasses No.40 (425-µm) sieve &

retained on No.200 (75-µm) sieve

Larger than a soccer ball

Fist-size to Soccer ball

Thumb-sized to fist-sized

Pea-sized to Thumb-sized

Rock Salt to Pea-sized

Sugar-sized to Rock Salt

Flour sized to Sugar-sized

Flour-sized and smaller

35 - 50 AND

20 - 35 Y / EY

10 - 20 SOME

1 - 10 TRACE

PERCENT DESCRIPTION

CU ≥ 4 and CC1 ≤ ≤ 3

ML

MH

FILLROUNDED OR SUBROUNDED: COBBLES 76 TO 200mm; BOULDERS > 200mm

NOT ROUNDED: ROCK FRAGMENTS > 76mm; ROCKS > 0.76 m3 IN VOLUME

OVERSIZED MATERIAL:LIQUID LIMIT

W (%)L

Actual Size

60 (D )

D10

CU CCD DX

60

30

2

10

D )() ;(= =

CU ≥ 4 and CC1 ≤ ≤ 3

SOIL GRAIN SIZE RANGE AND DISTRIBUTION

MODIFIED UNIFIED SOIL CLASSIFICATION SYSTEM

Amec Foster Wheeler

Environment & Infrastructure110 - 18568 - 96th Avenue

Surrey, BC V4N 3P9

Tel. 604-295-8657 Fax 604-295-8658

amecfosterwheeler

REV. NO.: PROJECT NO:

REFERENCE NO.:

AS SHOWN

PROJECTION:

DATUM:DWN BY:

CHK'D BY:

SCALE:

TM

HY

TITLE:

JANUARY 2015

DATE:

N/A

GEO - 1110N/A

N/A

N/A

0m 5 10 15 20

APPENDIX B National Building Code Seismic Hazard Calculation

2010 National Building Code Seismic Hazard CalculationINFORMATION: Eastern Canada English (613) 995-5548 francais (613) 995-0600 Facsimile (613) 992-8836

Western Canada English (250) 363-6500 Facsimile (250) 363-6565

Requested by: ,

Site Coordinates: 49.1857 North 122.9479 West

User File Reference:

January 29, 2015

National Building Code ground motions:2% probability of exceedance in 50 years (0.000404 per annum)Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0) PGA (g)

Ground motions for other probabilities:Probability of exceedance per annumProbability of exceedance in 50 yearsSa(0.2)Sa(0.5)Sa(1.0)Sa(2.0)PGA

0.01040%

0.002110%

0.0015%

1.017 0.678 0.334 0.173 0.504

0.2400.1570.0800.0400.124

0.5320.3500.1730.0880.269

0.7280.4800.2360.1210.363

Notes. Spectral and peak hazard values are determined for firm ground (NBCC 2010 soil class C - averageshear wave velocity 360-750 m/s). Median (50th percentile) values are given in units of g. 5% dampedspectral acceleration (Sa(T), where T is the period in seconds) and peak ground acceleration (PGA) valuesare tabulated. Only 2 significant figures are to be used. These values have been interpolated from a 10km spaced grid of points. Depending on the gradient of the nearby points, values at this locationcalculated directly from the hazard program may vary. More than 95 percent of interpolated valuesare within 2 percent of the calculated values. Warning: You are in a region which considers the hazardfrom a deterministic Cascadia subduction event for the National Building Code. Values determined for highprobabilities (0.01 per annum) in this region do not consider the hazard from this type of earthquake.

References

National Building Code of Canada 2010 NRCCno. 53301; sections 4.1.8, 9.20.1.2, 9.23.10.2,9.31.6.2, and 6.2.1.3Appendix C: Climatic Information for BuildingDesign in Canada - table in Appendix C starting onpage C-11 of Division B, volume 2

U s e r ’ s G u i d e - N B C 2 0 1 0 , S t r u c t u r a lCommentaries NRCC no. 53543 (in preparation)Commentary J: Design for Seismic Effects

Geological Survey of Canada Open File xxxxFourth generation seismic hazard maps of Canada:Maps and grid values to be used with the 2010National Building Code of Canada (in preparation)

See the websites www.EarthquakesCanada.ca andwww.nationalcodes.ca for more information

Aussi disponible en francais 123.5˚W 123˚W 122.5˚W

49˚N

49.5˚N

0 10 20 30

km

APPENDIX C Results of SCPT by Schwartz Soil Technical

Maxim

um D

epth = 20.00 meter

D

epth Increment = 0.05 m

eters

1 sensitive fine grained 2 organic m

aterial 3 clay

4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt

7 silty sand to sandy silt 8 sand to silty sand 9 sand

10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*)

Operator: S

chwartz S

oil TechnicalSounding: C

PT15 -01 C

one ID: D

DG

1175 5 Ton

Date: January 16, 2015

Site: E

wen A

ve water m

ain, New

West

AM

EC

Project N

umber: V

T140043

05101520

020

4060

80100

120140

160

Depth (m)

TIP R

ES

ISTA

NC

Eqt (B

ar)

00.5

1

SLE

EV

E FR

ICTIO

N (B

ar)

05101520

02

46

810

FRIC

TION

RA

TIO (%

)

-100

1020

3040

U2 P

p (Meter)

0 12R

obertsonetal,1986

Soil B

ehavior Type*

Home

C. SILT - SILTY CLAY

Home

C. SILT - SILTY CLAY

Bill

DRILLED OUT

Bill

SAND - S. SAND

Bill

S. SAND - S. SILT

Home

ORGANIC

Home

CLAY

Bill

SAND

Bill

SAND - S. SAND

Bill

S. SAND - S. SILT

Home

S. SILT - C. SILT

Bill

SAND

Home

SENS FINE GRAIN

Bill

SAND - S. SAND

Bill

Maximum Depth = 20.00 meter Depth Increment = 0.05 meters 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) Operator: Schwartz Soil Technical Sounding: CPT15 - 02 Cone ID: DDG1175 5 Ton Date: January 16, 2015 Site: Ewen Ave water main, New West AMECProject Number: VT140043 0 5 10 15 20 0 20 40 60 80 100 120 140 160 Depth (m) TIP RESISTANCE qt (Bar) 0 0.5 1 SLEEVE FRICTION (Bar) 0 5 10 15 20 0 2 4 6 8 10 FRICTION RATIO (%) -10 0 10 20 30 40 U2 Pp (Meter) 0 12 Robertson et al, 1986 Soil Behavior Type* S. SILT - C. SILT SILTY CLAY - CLAY SAND DRILLED OUT SAND - S. SAND ORGANIC CLAY SAND - S. SAND S. SAND - S. SILT ORGANIC

Maxim

um D

epth = 20.00 meter

D

epth Increment = 0.05 m

eters

1 sensitive fine grained 2 organic m

aterial 3 clay

4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt

7 silty sand to sandy silt 8 sand to silty sand 9 sand

10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*)

Operator: S

chwartz S

oil TechnicalSounding: C

PT15 - 02 C

one ID: D

DG

1175 5 Ton

Date: January 16, 2015

Site: E

wen A

ve water m

ain, New

West

AM

EC

Project N

umber: V

T140043

05101520

020

4060

80100

120140

160

Depth (m)

TIP R

ES

ISTA

NC

Eqt (B

ar)

00.5

1

SLE

EV

E FR

ICTIO

N (B

ar)

05101520

02

46

810

FRIC

TION

RA

TIO (%

)

-100

1020

3040

U2 P

p (Meter)

0 12R

obertsonetal,1986

Soil B

ehavior Type*

Home

S. SILT - C. SILT

Home

SILTY CLAY - CLAY

Bill

SAND

Bill

DRILLED OUT

Bill

SAND - S. SAND

Home

ORGANIC

Home

CLAY

Bill

SAND - S. SAND

Bill

S. SAND - S. SILT

Home

ORGANIC

Bill

Maximum Depth = 20.00 meter Depth Increment = 0.05 meters 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) Operator: Schwartz Soil Technical Sounding: CPT15 - 02 Cone ID: DDG1175 5 Ton Date: January 16, 2015 Site: Ewen Ave water main, New West AMECProject Number: VT140043 0 5 10 15 20 0 20 40 60 80 100 120 140 160 Depth (m) TIP RESISTANCE qt (Bar) 0 0.5 1 SLEEVE FRICTION (Bar) 0 5 10 15 20 0 2 4 6 8 10 FRICTION RATIO (%) -10 0 10 20 30 40 U2 Pp (Meter) 0 12 Robertson et al, 1986 Soil Behavior Type* S. SILT - C. SILT SILTY CLAY - CLAY SAND DRILLED OUT SAND - S. SAND ORGANIC CLAY SAND - S. SAND S. SAND - S. SILT ORGANIC

APPENDIX D Results of Liquefaction Analyses

Borehole: SCPT15-01

Earthquake: 475 years M=7.0

Note: Depth taken from ground surface

End of borehole at the depth of 20 m

More liquefaction is possible below end of borehole

0

5

10

15

20

25

30

0 0.2 0.4 0.6

De

pth

(m

)

CSR & CRR

Figure 1: Liquefaction Analysis

CSR

CRR

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-01




More settlement is possible below end of borehole

0

5

10

15

20

25

30

0 0.2 0.4 0.6 0.8 1

De

pth

(m

)

Vertical Settlement (m)


Settlement

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-02





0

5

10

15

20

25

30

0 0.2 0.4 0.6

De

pth

(m

)

CSR & CRR


CSR

CRR

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-02





0

5

10

15

20

25

30

0 0.2 0.4 0.6 0.8 1

De

pth

(m

)



Settlement

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-01





0

5

10

15

20

25

30

0 0.2 0.4 0.6

De

pth

(m

)

CSR & CRR


CSR

CRR

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-01





0

5

10

15

20

25

30

0 0.2 0.4 0.6 0.8 1

De

pth

(m

)



Settlement

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-02





0

5

10

15

20

25

30

0 0.2 0.4 0.6

De

pth

(m

)

CSR & CRR


CSR

CRR

Water Table

LEGEND:

LIQUEFIED

LIQUEFIED

Borehole: SCPT15-02





0

5

10

15

20

25

30

0 0.2 0.4 0.6 0.8 1

De

pth

(m

)



Settlement

Water Table

LIQUEFIED

LEGEND:

LIQUEFIED

Borehole: SCPT15-01





0

5

10

15

20

25

30

0 0.2 0.4 0.6

De

pth

(m

)

CSR & CRR


CSR

CRR

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-01





0

5

10

15

20

25

30

0 0.2 0.4 0.6 0.8 1

De

pth

(m

)



Settlement

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-02





0

5

10

15

20

25

30

0 0.2 0.4 0.6

De

pth

(m

)

CSR & CRR


CSR

CRR

Water Table

LEGEND:

LIQUEFIED

Borehole: SCPT15-02





0

5

10

15

20

25

30

0 0.2 0.4 0.6 0.8 1

De

pth

(m

)



Settlement

Water Table

LEGEND:

LIQUEFIED

APPENDIX 5 · 2016-03-23 · APPENDIX 5 Geotechnical Report . Amec Foster Wheeler Environment &...

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