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
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
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
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
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
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 2 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
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
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 3 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
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.
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 4 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
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.
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 5 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
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
SCPT15-02 3.8 to 8.8 0.23 For 475 return period
Table 5.2: Summary of Liquefaction Data (1:975 years)
Location Liquefiable
Depths
(m)
Possible
Vertical
Displacement
(m)
Comments
SCPT15-01 3.7 to 17.2 0.42 For 975 return period
SCPT15-02 3.8 to 13.8 &
15.5 to 17.0
0.38 For 975 return period
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 6 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 5.3: Summary of Liquefaction Data (1:2475 years)
Location Liquefiable
Depths
(m)
Possible
Vertical
Displacement
(m)
Comments
SCPT15-01 3.7 to 20.0 0.50 For 2475 return period
SCPT15-02 3.8 to 20.0 0.46 For 2475 return period
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.
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 7 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
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
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 8 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 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
Metro Vancouver Geotechnical Site Assessment Queensborough Main Replacement Project, New Westminster, BC 14 April 2015
Amec Foster Wheeler File: VT140043 Page 9 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
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:
PROJECT:
EDS
DPH
SCALE:
CHK'D BY:
DWN BY:
DATUM:
NAD 83
PROJECTION:
UTM Zone 10N
1:3000
A
DATE:
PROJECT NO:
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
amec
foster
wheeler
Environment &Infrastructure
NEW WESTMINSTER
SUBJECT SITE
UT
M Z
on
e 1
0N
PR
OJE
CT
IO
N:
NA
D 8
3
DA
TU
M:
GE
OT
EC
HN
IC
AL A
SS
ES
SM
EN
T
EW
EN
A
VE
NU
E W
AT
ER
M
AIN
R
EP
LA
CE
ME
NT
QU
EE
NS
BO
RO
UG
H, N
EW
W
ES
TM
IN
ST
ER
, B
C
TIT
LE
:
PR
OJE
CT
:
FIG
UR
E N
O:
ME
TR
O V
AN
CO
UV
ER
NO
TE
:
R
EF
ER
EN
CE
C
AD
F
ILE
: C
000A
AW
F1075
D
RA
WIN
G D
ET
AILS
S
HO
WN
A
RE
A
PP
RO
XIM
AT
E O
NLY
RE
V. N
O:
00
2
PR
OJE
CT
N
O:
VT
14
00
43
A
CL
IE
NT
A
ND
L
OG
O:
DW
N B
Y:
CH
K'D
B
Y:
JA
N 2
01
5
DA
TE
:
SC
AL
E:
DP
H
AS
S
HO
WN
ED
S
BO
RE
HO
LE
LO
CA
TIO
N P
LA
N
Am
ec F
oster W
heeler
En
viro
nm
en
t &
In
fra
stru
ctu
re
Unit 110, 18568 - 96 A
venue, S
urrey, B
C V
4N
3P
9
Tel. 1-604-295-8657 F
ax 1-604-295-8658
am
ec
fo
ste
r
wh
ee
le
r
Environment &
Infrastructure
LE
GE
ND
AP
PR
OX
IM
AT
E LO
CA
TIO
N O
F B
OR
EH
OLE
(B
H),
MO
NIT
OR
IN
G W
ELL (M
W) A
ND
C
ON
E P
EN
ET
RA
TIO
N T
ES
T
(C
PT
)
PLA
N S
TA
-0+
580 T
O -0+
370
1:1000
PLA
N S
TA
-0+
220 T
O 0+
180
1:1000
KE
Y P
LA
N (N
TS
)
UT
M Z
on
e 1
0N
PR
OJE
CT
IO
N:
NA
D 8
3
DA
TU
M:
GE
OT
EC
HN
IC
AL A
SS
ES
SM
EN
T
EW
EN
A
VE
NU
E W
AT
ER
M
AIN
R
EP
LA
CE
ME
NT
QU
EE
NS
BO
RO
UG
H, N
EW
W
ES
TM
IN
ST
ER
, B
C
TIT
LE
:
PR
OJE
CT
:
FIG
UR
E N
O:
ME
TR
O V
AN
CO
UV
ER
NO
TE
:
R
EF
ER
EN
CE
C
AD
F
ILE
: C
000A
AW
F1075
D
RA
WIN
G D
ET
AILS
S
HO
WN
A
RE
A
PP
RO
XIM
AT
E O
NLY
RE
V. N
O:
00
3
PR
OJE
CT
N
O:
VT
14
00
43
A
CL
IE
NT
A
ND
L
OG
O:
DW
N B
Y:
CH
K'D
B
Y:
JA
N 2
01
5
DA
TE
:
SC
AL
E:
DP
H
AS
S
HO
WN
ED
S
BO
RE
HO
LE
LO
CA
TIO
N P
LA
N
Am
ec F
oster W
heeler
En
viro
nm
en
t &
In
fra
stru
ctu
re
Unit 110, 18568 - 96 A
venue, S
urrey, B
C V
4N
3P
9
Tel. 1-604-295-8657 F
ax 1-604-295-8658
am
ec
fo
ste
r
wh
ee
le
r
Environment &
Infrastructure
LE
GE
ND
AP
PR
OX
IM
AT
E LO
CA
TIO
N O
F B
OR
EH
OLE
(B
H),
MO
NIT
OR
IN
G W
ELL (M
W) A
ND
C
ON
E P
EN
ET
RA
TIO
N T
ES
T
(C
PT
)
PLA
N S
TA
0+
340 T
O 0+
730
1:1000
PLA
N S
TA
0+
900 T
O 1+
300
1:1000
KE
Y P
LA
N (N
TS
)
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
Peat, fibrous to amorphous, dark-reddish brown, moist towet
Groundwater at time of drilling -
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
)
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 BH15-02
REVIEWED BY: DPH
BOREHOLE No. BH15-02
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. 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
Groundwater at time of drilling -
Peat, fibrous to amorphous, dark-reddish brown, moist towet
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
)
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 BH15-03
REVIEWED BY: DPH
BOREHOLE No. BH15-03
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/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
Peat, fibrous to amorphous, dark-reddish brown, moist towet
Groundwater at time of drilling -
Peat, silty, brown trace grey, very soft, wet
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
)
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 BH15-04
REVIEWED BY: DPH
BOREHOLE No. BH15-04
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/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
Peat, fibrous to amorphous, dark-reddish brown, moist towet
Groundwater at time of drilling -
Peat, silty, brown trace grey, very soft, wet
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
)
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 BH15-05
REVIEWED BY: DPH
BOREHOLE No. BH15-05
TORVANE
DESCRIPTION OF MATERIALS
WL%
STARTED: 14/01/2015
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: 14/01/2015
10 30 50 70 90
LOCATION: Queensborough, New Westminster, BC
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
Peat, fibrous to amorphous, dark-reddish brown, moist towet
Groundwater at time of drilling -
Peat, silty, brown trace grey, very soft, wet
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
)
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 BH15-06
REVIEWED BY: DPH
BOREHOLE No. BH15-06
TORVANE
DESCRIPTION OF MATERIALS
WL%
STARTED: 14/01/2015
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: 14/01/2015
10 30 50 70 90
LOCATION: Queensborough, New Westminster, BC
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
)
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 BH15-07
REVIEWED BY: DPH
BOREHOLE No. BH15-07
TORVANE
DESCRIPTION OF MATERIALS
WL%
STARTED: 14/01/2015
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: 14/01/2015
10 30 50 70 90
LOCATION: Queensborough, New Westminster, BC
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
Peat, fibrous to amorphous, dark-reddish brown, moist towet
Groundwater at time of drilling -
Peat, silty, brown trace grey, very soft, wet
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
)
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 BH15-08
REVIEWED BY: DPH
BOREHOLE No. BH15-08
TORVANE
DESCRIPTION OF MATERIALS
WL%
STARTED: 14/01/2015
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: 14/01/2015
10 30 50 70 90
LOCATION: Queensborough, New Westminster, BC
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*
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*
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
Earthquake: 475 years M=7.0
Note: Depth taken from ground surface
End of borehole at the depth of 20 m
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)
Figure 2: Liquefaction Analysis
Settlement
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-02
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 3: Liquefaction Analysis
CSR
CRR
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-02
Earthquake: 475 years M=7.0
Note: Depth taken from ground surface
End of borehole at the depth of 20 m
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)
Figure 4: Liquefaction Analysis
Settlement
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-01
Earthquake: 975 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 5: Liquefaction Analysis
CSR
CRR
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-01
Earthquake: 975 years M=7.0
Note: Depth taken from ground surface
End of borehole at the depth of 20 m
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)
Figure 6: Liquefaction Analysis
Settlement
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-02
Earthquake: 975 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 7: Liquefaction Analysis
CSR
CRR
Water Table
LEGEND:
LIQUEFIED
LIQUEFIED
Borehole: SCPT15-02
Earthquake: 975 years M=7.0
Note: Depth taken from ground surface
End of borehole at the depth of 20 m
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)
Figure 8: Liquefaction Analysis
Settlement
Water Table
LIQUEFIED
LEGEND:
LIQUEFIED
Borehole: SCPT15-01
Earthquake: 2475 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 9: Liquefaction Analysis
CSR
CRR
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-01
Earthquake: 2475 years M=7.0
Note: Depth taken from ground surface
End of borehole at the depth of 20 m
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)
Figure 10: Liquefaction Analysis
Settlement
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-02
Earthquake: 2475 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 11: Liquefaction Analysis
CSR
CRR
Water Table
LEGEND:
LIQUEFIED
Borehole: SCPT15-02
Earthquake: 2475 years M=7.0
Note: Depth taken from ground surface
End of borehole at the depth of 20 m
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)
Figure 12: Liquefaction Analysis
Settlement
Water Table
LEGEND:
LIQUEFIED