Preliminary Geotechnical Investigation
Facility Development at
2125 Carp Road, Ottawa Ontario
Carp Road and Westbrook Road
Ottawa, ON
Project No. 122510392
July 2013
PRELIMINARY GEOTECHNICAL INVESTIGATION
Table of Contents
1.0 INTRODUCTION ................................................................................................................ 1
2.0 PROJECT DESCRIPTION .................................................................................................. 1
3.0 SCOPE OF WORK ............................................................................................................. 2
4.0 METHOD OF INVESTIGATION .......................................................................................... 2
4.1 SURVEYING ....................................................................................................................... 3
4.2 LABORATORY TESTING ................................................................................................... 3
5.0 RESULTS OF INVESTIGATION ......................................................................................... 3
5.1 SITE DESCRIPTION........................................................................................................... 3
5.2 SUBSURFACE INFORMATION .......................................................................................... 3
5.2.1
Topsoil ................................................................................................................. 4
5.2.2
Peat...................................................................................................................... 4
5.2.3
Fill ........................................................................................................................ 4
5.2.4
Silty Sand ............................................................................................................. 4
5.2.5
Silt ........................................................................................................................ 5
5.2.6
Till ........................................................................................................................ 5
5.2.7
Groundwater ........................................................................................................ 5
6.0 DISCUSSIONS AND PRELIMINARY RECOMMENDATIONS............................................ 6
6.1 PRELIMINARY GEOTECHNICAL ASSESSMENT .............................................................. 6
6.2 FOUNDATIONS .................................................................................................................. 6
6.2.1
Geotechnical Bearing Resistance for Foundations ............................................... 6
6.2.2
Earthquake Considerations .................................................................................. 7
6.3 TEMPORARY DEWATERING ............................................................................................ 7
6.4 PAVEMENT STRUCTURE ................................................................................................. 7
6.5 ADDITIONAL GEOTECHNICAL WORK.............................................................................. 8
7.0 CLOSURE .......................................................................................................................... 9
8.0 REFERENCES ..................................................................................................................10
List of Tables
Table 5.1: Grain Size Distribution of Sand Material .................................................................... 5
Table 5.2: Grain Size Distribution of Till Material ........................................................................ 5
Table 5.3: Summary of Groundwater Levels .............................................................................. 5
Table 6.1: Preliminary Geotechnical Bearing Resistance Values for Footings ............................ 7
Table 6.2: Preliminary Pavement Structure Recommendations .................................................. 7
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PRELIMINARY GEOTECHNICAL INVESTIGATION
Table of Contents
List of Appendices
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
Statement of General Conditions
Drawing No. 1 – Key Plan
Drawing No. 2 – Borehole Location Plan
Site Photographs
Symbols and Terms Used on Borehole and Test Pit Records
Borehole Records
Laboratory Results
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PRELIMINARY GEOTECHNICAL INVESTIGATION
EXECUTIVE SUMMARY
This report has been prepared specifically and solely for the Carp Snow Disposal Facility, as
described herein. It presents the factual results of the investigation and provides preliminary
geotechnical recommendations for the preliminary design of the proposed facility.
The proposed location of the Facility is shown on the Key Plan, Drawing No. 1 in Appendix B.
The property boundaries of the 25 hectare site are indicated on Drawing No. 2 in Appendix B.
The property is presently undeveloped and as such is largely tree and brush covered_ Fill areas
were noted along the south property boundary. The site is poorly drained and ponded water was
noted across the site. The site is bound to the east by Carp Road, to north by Highway 417,
residential/commercial development to the west and to the south by Westbrook Road.
The scope of work for this Preliminary Geotechnical Investigation included the following:
•
Advancing eight boreholes to 6.0 m or refusal if shallower;
•
Installing four monitoring wells to allow for groundwater measurements;
•
Surveying the ground surface elevations at the borehole locations in reference to a local
benchmark;
•
Geotechnical laboratory testing program to characterize the soil;
•
Preparing a Preliminary Geotechnical Report outlining the field observations, laboratory
results and a discussion of the implications of the geotechnical site conditions on the
proposed development and providing preliminary recommendations for the design and
construction of the proposed facility.
In general, the subsurface profile across the site consisted of surficial materials including topsoil or
peat over sand overlying glacial till or bedrock. Where fill was encountered, the subsurface profile
consisted of fill over peat over sand overlying till and bedrock. Bedrock was not cored as part of
this preliminary investigation. Based on published geological mapping, it is anticipated that the
bedrock consists of limestone of the Bobcaygeon Formation and is approximately 5 to 10 m below
the natural ground surface.
A summary of the observed subsurface conditions is provided below;
•
A topsoil layer was encountered at ground surface in three boreholes advanced at the site.
The thickness of the layer was observed to range from 100 mm to 150 mm.
•
An organic deposit of dark brown fibrous peat was identified at the surface in Boreholes
BH10-1 and BH10-2 and directly beneath the fill materials in Boreholes MW10-5 and
MW10-7. The thickness of the peat was observed to range from 200 mm to 460 mm with
an average thickness of 315 mm. The moisture content of one sample of peat tested was
508%. Results of an Organic Content Test carried indicated an organic content of 71%.
•
Boreholes MW10-5 to MW10-7 were advanced within the fill areas north of Westbrook
Road. The fill layer extended down to depths of 1.8 m to 2.7 m below the existing ground
surface. The fill consisted primarily of sandy gravel with silt. Cobbles, bedrock fragments
and debris including concrete and asphalt was also noted within the fill strata. Some
clayey material was identified within Borehole MW10-5. The SPT N-values ranged from 2
to 18 indicating very loose to compact conditions. The observed SPT N-values in Borehole
MW10-5 did indicate a value of 62 possibly due to the presence of the larger cobble
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PRELIMINARY GEOTECHNICAL INVESTIGATION
material within the fill strata. The moisture content testing carried out on a sample of this
material revealed a moisture content of 12%. Sieve analysis on one sample of the fill
material indicated a particle size gradation of 31.1% gravel, 32.3% sand and 36.6% silt
and clay size particles.
•
A sand layer with varying amounts of silt was encountered below the surficial material or
beneath fill in all boreholes advanced at the site. The sand layer extended down to depths
of 1.2 m to 6.4 m below the existing ground surface. The SPT N-values ranged from 1 to
over 100 indicating very loose to very dense conditions. The moisture content tests carried
out on samples of this material revealed moisture contents ranging from 7% to 20% with
an average 16%. The sand consists of silty sand with gravel (SM) to a sand trace silt in
accordance with the Unified Soil Classification System (USCS).
•
A till layer was encountered in all boreholes except for BH10-4. The base of the till strata
extended to depths of 2.3 m to 6.7 m. The SPT N-values ranged from 29 to over 100
indicating compact to very dense conditions. The moisture content tests carried out on
samples of this material revealed moisture contents ranging from 6% to 12% with an
average 9%. Sieve analysis of two samples of this material was performed, indicating that
the till consists of silty sand with gravel (SM) in accordance with USCS system.
Monitoring wells were installed in four of the boreholes to facilitate groundwater level monitoring.
Table 5.3 summarizes the groundwater levels measured on June 21 and 22, 2010 which show
groundwater being 1.9m to 3.0m below ground surface.
•
The following issues are deemed to be significant from a geotechnical perspective for the
design and construction of the snow dump facility;
•
Surface water drainage is poor which is evident from the areas of ponded water noted
across the site. The site soils (sands) are permeable, and excavations within these soils
below the groundwater level will be problematic;
•
The site soils should be considered as free draining, ponds designed to retain water will
require a liner.
•
Based on the soil profile within the snow dump area, no grade raise restrictions are
anticipated. The construction of earth fill berms will not cause significant soil settlement.
Based on the soil conditions identified during the Preliminary Geotechnical Investigation, the
recommended site classification for seismic site response for this site is Site Class D in accordance
with Table 4.1.8.4.A of the 2006 Ontario Building Code.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
The conditions at the site indicate that typical pavement structures will be suitable. Depending on the
actual traffic loading, anticipated pavement structures design could include:
Heavy Traffic Areas Automobile Parking Snow Dump
(mm)
(mm)
(mm)
901
50
Asphalt Thickness
150
150
150
Base (Granular A)
400
350
250
Subbase (Granular B Type II)
Note 1: For heavy industrial truck traffic, this thickness would need to be reviewed.
Material Type
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PRELIMINARY GEOTECHNICAL INVESTIGATION
1.0
Introduction
This report presents the results of the Preliminary Geotechnical Investigation carried out for the
proposed City of Ottawa Snow Disposal and Facilities (Facility) at 2125 Carp Road, Ottawa
Ontario.
The work was carried out in general accordance with Stantec Consulting Ltd. (SCL) Proposal
No. 163499000 dated April 23, 2010. The work was complete under the City of Ottawa Standing
Offer No. SOA-01905-91843-S01A.
This report has been prepared specifically and solely for the project described herein. It
presents the factual results of the investigation and provides preliminary geotechnical
recommendations for the preliminary design of the proposed facility.
SCL also carried out a Phase I and Phase II Environment Site Assessments (ESA) for this site.
The results of these investigations will be reported under separate cover.
2.0
Project Description
The proposed location of the Facility is shown on the Key Plan, Drawing No. 1 in Appendix B.
and the property boundaries of the 23.4 hectare site are indicated on Drawing No. 2 in Appendix
B. The property is presently undeveloped and as such is largely tree and brush covered. Fill
areas were noted along the south property boundary. The site is poorly drained, swamp areas
and ponding water were noted across the site. Existing pathways also traverse the site at
various locations. Representative site photographs are presented in Appendix B.
The site is bound to the east by Carp Road, to north by Highway 417, residential/commercial
development to the west and to the south by Westbrook Road.
It is understood that in conjunction with the construction of the snow disposal, a new building
with an approximate footprint of 40,000 ft2 to 50,000 ft2 is being contemplated. The facilities will
also include a stormwater pond, meltwater pont, equipment storage areas and a maintenance
yard. At the time of issuing this report the location of the proposed facilities had yet to be
finalized but it is understood that for the conceptual design the facilities are located in the
southwest quadrant of the site.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
July 2013
3.0
Scope of Work
The scope of work for this Preliminary Geotechnical Investigation included the following:
•
•
•
•
•
Advancing eight boreholes to 6.0 m or refusal if shallower;
Installing four monitoring wells to allow for groundwater measurements;
Surveying the ground surface elevations at the borehole locations in reference to a local
benchmark;
Geotechnical laboratory testing program to characterize the soil;
Preparing a Preliminary Geotechnical Report outlining the field observations, laboratory
results and a discussion of the implications of the geotechnical site conditions on the
proposed development and providing preliminary recommendations for the design and
construction of the proposed facility.
Environmental issues are outside the scope of work of this Preliminary Geotechnical Report and
are discussed separately in the Phase I and Phase II ESA Reports.
4.0
Method of Investigation
Prior to carrying out the investigation, SCL marked out the proposed borehole locations at the
site. As a component of our standard procedures and due diligence, SCL contacted the public
utility authorities to clear the borehole locations of both private and public underground utilities.
The field drilling program was carried out from June 14 to 22, 2010. A total of eight boreholes
designated BH10-1 to BH10-4 and MW10-5 to MW10-8 were advanced at the approximate
locations shown on Drawing No. 2 in Appendix B.
The Boreholes designated BH10-1 through BH10-4, were advanced using portable drilling
equipment. The Boreholes designated MW10-5 through MW10-8, were advanced using a track
mounted drill rig equipped for soil and rock sampling. Split spoon samples were collected at
regular depth intervals in the boreholes while performing Standard Penetration Tests (SPT)
using a full weight hammer. The subsurface stratigraphy encountered in the borehole locations
was recorded in the field by experienced SCL geotechnical personnel.
All geotechnical samples recovered were stored in moisture-proof bags and were returned to
our Ottawa laboratory for detailed classification and testing.
Four monitoring wells were installed in Boreholes MW10-5 to MW10-8 to allow for the
measurement of groundwater levels, which were measured after the water levels had stabilized
from drilling activities. The water level readings are provided on the Borehole Records in
Appendix C. As part of the monitoring well installation, the wells were backfilled with silica sand
and sealed with bentonite at the ground surface. The remaining boreholes were backfilled with
auger cuttings.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
July 2013
4.1
SURVEYING
The locations of the boreholes were documented in relation to existing site features. The ground
surface elevation at each borehole location was surveyed by SCL personnel relative to a local
elevation referenced to the spindle base of fire hydrant H-43531 located on the south side of
Westbrook Road approximately 220 m west of the intersection of Westbrook Road and Carp
Road. The assigned arbitrary elevation for the benchmark used for this survey was 100.00 m.
4.2
LABORATORY TESTING
All samples were taken to our Ottawa laboratory where they were subjected to detailed visual
examination by a Geotechnical Engineer. Selected soil samples were tested for moisture
content, gradation analysis and organic content testing of the peat material.
Samples remaining after testing will be placed in storage for a period of one month after
issuance of this final report. After the storage period, the samples will be discarded unless we
are directed otherwise by The City of Ottawa.
5.0
Results of Investigation
5.1
SITE DESCRIPTION
The property is presently undeveloped and as such is largely tree and brush covered. Fill areas
were noted along the south property boundary adjacent to Westbrook Road. Swamp areas and
ponded water were also noted across the site. Existing pathways traverse the site at various
locations.
The site is bounded to the east by Carp Road, to north by Highway 417, residential/commercial
development to the west and to the south by Westbrook Road. The property boundaries of the
23.4 hectare site are indicated on Drawing No. 2 in Appendix B.
At the time of issuing this report the location of the proposed Facilities had yet to be finalized but
it is understood that for the preliminary design the snow disposal pad will be located in the
northeast quadrant of the site.
5.2
SUBSURFACE INFORMATION
In general, the subsurface profile across the site consisted of surficial materials including topsoil
or peat over sand overlying glacial till or bedrock. Where fill was encountered, the subsurface
profile consisted of fill over peat over sand overlying till and bedrock. Bedrock was not cored as
part of this preliminary investigation. Based on published geological mapping, it is anticipated
that the bedrock consist of limestone of the Bobcaygeon Formation and is approximately 5 to 10
m below the natural ground surface.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
July 2013
The subsurface conditions and results of the laboratory tests performed on soil samples are
presented in detail on the Borehole Records provided in Appendix C of this report. An
explanation of the symbols and terms used to describe the Borehole Records is also provided.
A summary of the observed subsurface conditions is provided below.
5.2.1
Topsoil
A topsoil layer was encountered at ground surface in three boreholes advanced at the site. The
thickness of the layer was observed to range from 100 mm to 150 mm.
5.2.2
Peat
An organic deposit of dark brown fibrous peat was identified at the surface in Boreholes BH10-1
and BH10-2 and directly beneath the fill materials in Boreholes MW10-5 and MW10-7. The
thickness of the peat was observed to range from 200 mm to 460 mm with an average thickness
of 315 mm.
The moisture content of one sample of peat tested was 508%. Results of an Organic Content
Test carried indicated an organic content of 71%.
5.2.3
Fill
Boreholes MW10-5 to MW10-7 were advanced within the noted fill areas north of Westbrook
Road. The fill layer extended down to depths of 1.8 m to 2.7 m below the existing ground
surface. The fill consisted primarily of sandy gravel with silt. Cobbles, bedrock fragments and
debris including concrete and asphalt was also noted within the fill strata. Some clayey material
was identified within Borehole MW10-5. The SPT N-values ranged from 2 to 18 indicating very
loose to compact conditions. The observed SPT N-values in Borehole MW10-5 did indicate a
value of 62 possibly due to the presence of the larger cobble material within the fill strata.
The moisture content testing carried out on a sample of this material revealed a moisture
content of 12%. Sieve analysis on one sample of the fill material indicated a particle size
gradation of 31.1% gravel, 32.3% sand and 36.6% silt and clay size particles. The results of
gradation analyses are shown on Figure No.1 in Appendix D.
5.2.4
Silty Sand
A sand layer with varying amounts of silt was encountered below the surficial material or
beneath fill in all boreholes advanced at the site. The sand layer extended down to depths of 1.2
m to 6.4 m below the existing ground surface. The SPT N-values ranged from 1 to over 100
indicating very loose to very dense conditions. The moisture content tests carried out on
samples of this material revealed moisture contents ranging from 7% to 20% with an average
16%. Sieve analysis of two samples of this material was performed, a summary of the test
results are provided in Table 5.1 and on Figure 2 in Appendix D.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
July 2013
Table 5.1: Grain Size Distribution of Sand Material
Depth
Sample
Borehole No.
No.
(m)
Gravel
(%)
Sand
(%)
Silt and Clay (%)
BH10-1
SS3
1.2 to 1.8
11.4
39.3
49.3
MW10-8
SS3
1.5 to 2.1
0
91.1
8.9
The sand consists of silty sand with gravel (SM) to a sand trace silt in accordance with the
Unified Soil Classification System (USCS).
5.2.5
Silt
A layer of silt with sand was encountered in Borehole MW10-8. The thickness of the silt layer
was observed to be 100 mm.
5.2.6
Till
A till layer was encountered in all boreholes except for BH10-4. The base of the till strata
extended to depths of 2.3 m to 6.7 m. The SPT N-values ranged from 29 to over 100 indicating
compact to very dense conditions. The moisture content tests carried out on samples of this
material revealed moisture contents ranging from 6% to 12% with an average 9%. Sieve
analysis of two samples of this material was performed, a summary of the test results are
provided in Table 5.2 and detailed on Figure 3 in Appendix D.
Table 5.2: Grain Size Distribution of Till Material
Depth
Borehole No.
Sample No.
(m)
Gravel
(%)
Sand
(%)
Silt and Clay
(%)
BH10-1
SS6
3.0 to 3.6
27.7
48.4
23.9
MW10-7
SS9
6.1 to 6.7
21.8
53.1
25.1
The till consists of silty sand with gravel (SM) in accordance with USCS system.
5.2.7
Groundwater
Monitoring wells were installed in four of the boreholes to facilitate groundwater level monitoring.
Table 5.3 summarizes the groundwater levels measured on June 21 and 22, 2010.
Table 5.3: Summary of Groundwater Levels
Borehole No.
Groundwater Level Below Ground Surface (m)
MW10-5
1.9
MW10-6
2.4
MW10-7
3.0
MW10-8
2.4
Fluctuations in the groundwater level due to seasonal variations or in response to a particular
precipitation event should be anticipated.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
July 2013
6.0
Discussions and Preliminary Recommendations
6.1
PRELIMINARY GEOTECHNICAL ASSESSMENT
The following issues are deemed to be significant from a geotechnical perspective for the
design and construction of snow disposal area:
•
•
•
Surface water drainage is poor which is evident from the areas of ponded water noted
across the site;
The site soils should be considered as free draining, ponds designed to retain water will
require a liner.
Based on the soil profile within the snow disposal area no grade raise restrictions are
anticipated. The construction of earth fill berms will not cause significant soil settlement.
The following issues are deemed to be significant from a geotechnical perspective for the
design and construction of buildings:
•
•
•
•
•
•
A layer of peat material was encountered at the surface and below the fill in several of the
boreholes advanced at the site. Thicker stripping depths should be anticipated.
Uncontrolled fill areas were encountered at the site.
Environmental restrictions may be implemented on the reuse and disposal of fill materials
present on site. Please refer to SCL’s Phase I and Phase II ESA reports for restrictions.
Groundwater was encountered on the site within the anticipated construction depths.
The use of sump and pump dewatering methods may not be appropriate for temporary
dewatering during construction at this site. The use of well points or ditching to drain the wet
areas will be required.
Auger refusal on bedrock was encountered within the anticipated construction depth of the
proposed structure. Bedrock excavation for site servicing may be encountered.
The soils encountered at the site consist of a competent sand material suitable to support
conventional spread footing foundations. However, the following two soil layers will require
removal and replacement with imported Structural Fill:
•
•
Peat layer located both at the surface and beneath the existing fill layers;
If structures are proposed within the areas of the existing fills, the fill material will need to be
removed down to the native material and replaced with compacted Structural Fill.
6.2
FOUNDATIONS
6.2.1
Geotechnical Bearing Resistance for Foundations
Table 6.1 provides Preliminary Geotechnical Bearing Resistance values for footings founded on
native sand or Structural Fill founded on native sand. Structural Fill could consist of OPSS
Granular B Type II or OPSS Granular A placed in lifts no thicker than 300 mm compacted to 100
% Standard Proctor Maximum Dry Density (SPMDD).
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PRELIMINARY GEOTECHNICAL INVESTIGATION
July 2013
Table 6.1: Preliminary Geotechnical Bearing Resistance Values for Footings
Footing
Footing Dimensions
Embedment Depth
ULS
Type
(m)
(m)
(kPa)
Strip
Square
6.2.2
SLS
(kPa)
1.0 to 1.5
1.5
280
225
1.5 x 1.5
1.5
400
300
3.0 x 3.0
1.5
450
200
Earthquake Considerations
Based on the soil conditions identified during the Preliminary Geotechnical Investigation, the
recommended site classification for seismic site response for this site is Site Class D in
accordance with Table 4.1.8.4.A of the 2006 Ontario Building Code.
The Average Standard Penetration Resistance N 60 for site classification has been estimated to
be between 55 to 64. The N 60 value suggests a site class of C, however, due to the uncertainty
of the building location we recommend using a site class D for preliminary design.
This preliminary assessment will need to be reviewed as part of the detail design phase.
6.3
TEMPORARY DEWATERING
The measured groundwater levels and our site observations suggest the site is poorly drained.
The site soils (sands) are permeable, excavations within these soils below the groundwater
level will be problematic. To mitigate the potential for dewatering issues during construction we
recommend considering:
•
•
6.4
Carrying out a grade raise within the footprint of the proposed Facility. The grade raise will
limit the amount of excavation below the groundwater level.
Draining the site surface water with a series of ditches.
PAVEMENT STRUCTURE
The conditions at the site indicate that typical pavement structures will be suitable. Depending
on the actual traffic loading, anticipated pavement structures design could include:
Table 6.2: Preliminary Pavement Structure Recommendations
Heavy Traffic Areas
Automobile Parking
Material Type
(mm)
(mm)
1
Snow Disposal
(mm)
Asphalt Thickness
90
50
-
Base (Granular A)
150
150
150
Subbase (Granular B Type II)
450
250
450
Note 1: For heavy industrial truck traffic this thickness would need to be reviewed.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
July 2013
6.5
ADDITIONAL GEOTECHNICAL WORK
Additional field work is required at this site prior to final design. The detailed investigation should
include the following:
•
•
•
•
Additional boreholes within the finalized building footprint location to obtain more information
of the fill and topsoil thickness at the site.
Additional shallow boreholes for pavement or roadway design purposes.
A surface refraction seismic measurements extending to a depth of 30 m should be carried
out to characterize the shear wave velocities of the overburden and bedrock layers in order
to confirm the Seismic Site Classification for this site.
If a septic system is proposed in-situ percolation tests should be carried out to estimate the
T time for the soils.
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PRELIMINARY GEOTECHNICAL INVESTIGATION
8.0
References
ASTM, 2008. Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel
Sampling of Soils (ASTM D1586). ASTM International, West Conshohocken, PA.
ASTM, 2008. Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates (ASTM
C136). ASTM International, West Conshohocken, PA.
ASTM, 2008. Standard Test Method for Laboratory Determination of Water Content of Soil and
Rock by Mass (ASTM-D2216-98). ASTM International, West Conshohocken, PA.
Canadian Geotechnical Society. Canadian Foundations Engineering Manual, 4th Edition.
Richmond BiTech Publisher Ltd., 2006.
Geological Survey of Canada. Surficial Geology Maps of Ottawa, ON. Department of Energy,
Mines and Resources, Ottawa.
OBCC, 2006. Ontario Building Code, Canadian Standards Association, Mississauga, ON.
10
PRELIMINARY GEOTECHNICAL INVESTIGATION
APPENDIX A
Statement of General Conditions
STATEMENT OF GENERAL CONDITIONS
USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its
agent and may not be used by any third party without the express written consent of Stantec
Consulting Ltd. and the Client. Any use which a third party makes of this report is the
responsibility of such third party.
BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this
report are in accordance with Stantec Consulting Ltd.’s present understanding of the site specific
project as described by the Client. The applicability of these is restricted to the site conditions
encountered at the time of the investigation or study. If the proposed site specific project differs
or is modified from what is described in this report or if the site conditions are altered, this report
is no longer valid unless Stantec Consulting Ltd. is requested by the Client to review and revise
the report to reflect the differing or modified project specifics and/or the altered site conditions.
STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in
accordance with the normally accepted standard of care in the state or province of execution for
the specific professional service provided to the Client. No other warranty is made.
INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and
statements regarding their condition, made in this report are based on site conditions
encountered by Stantec Consulting Ltd. at the time of the work and at the specific testing and/or
sampling locations. Classifications and statements of condition have been made in accordance
with normally accepted practices which are judgmental in nature; no specific description should
be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in
situ conditions can only be made to some limited extent beyond the sampling or test points. The
extent depends on variability of the soil, rock and groundwater conditions as influenced by
geological processes, construction activity, and site use.
VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be
encountered that are different from those described in this report or encountered at the test
locations, Stantec Consulting Ltd. must be notified immediately to assess if the varying or
unexpected conditions are substantial and if reassessments of the report conclusions or
recommendations are required. Stantec Consulting Ltd. will not be responsible to any party for
damages incurred as a result of failing to notify Stantec Consulting Ltd. that differing site or subsurface conditions are present upon becoming aware of such conditions.
PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications
should be reviewed by Stantec Consulting Ltd., sufficiently ahead of initiating the next project
stage (property acquisition, tender, construction, etc), to confirm that this report completely
addresses the elaborated project specifics and that the contents of this report have been properly
interpreted. Specialty quality assurance services (field observations and testing) during
construction are a necessary part of the evaluation of sub-subsurface conditions and site
preparation works. Site work relating to the recommendations included in this report should only
be carried out in the presence of a qualified geotechnical engineer; Stantec Consulting Ltd.
cannot be responsible for site work carried out without being present.
PRELIMINARY GEOTECHNICAL INVESTIGATION
APPENDIX B
Drawing No. 1 – Key Plan
Drawing No. 2 – Borehole Location Plan
Site Photographs
Photo No. 1: Ponding water within the site.
Photo No. 2: Poorly drained area with trees and brush.
Page 1
Project No. 122510392
PRELIMINARY GEOTECHNICAL INVESTIGATION
APPENDIX C
Symbols and Terms Used on Borehole and Test Pit Records
Borehole Records
PRELIMINARY GEOTECHNICAL INVESTIGATION
APPENDIX D
Laboratory Results
Unified Soil Classification System
SAND
CLAY & SILT
Fine
200
100
Gravel
Medium
50
30
16
Coarse
8
Fine
4
Coarse
U.S. Std. Sieve No.
100
90
mm
80
150
70
60
50
Percent Passing
106
40
30
20
MW10-6 SS-1
10
0
0.01
0.1
1
10
100
Grain Size in Millimetres
GRAIN SIZE DISTRIBUTION
FILL: Silty sand with gravel
Figure No. 1
Project No. 122510392
26.5
19
13.2
9.5
4.75
1.18
0.300
0.150
0.075
Unified Soil Classification System
SAND
CLAY & SILT
Fine
200
100
Gravel
Medium
50
30
16
Coarse
8
Fine
4
Coarse
U.S. Std. Sieve No.
100
90
mm
80
150
70
60
50
Percent Passing
106
40
30
BH10-1 SS-3
20
MW10-8 SS-3
10
0
0.01
0.1
1
10
100
Grain Size in Millimetres
GRAIN SIZE DISTRIBUTION
Silty sand with gravel to sand trace silt
Figure No. 2
Project No. 122510392
26.5
19
13.2
9.5
4.75
1.18
0.300
0.150
0.075
Unified Soil Classification System
SAND
CLAY & SILT
Fine
200
100
Gravel
Medium
50
30
16
Coarse
8
Fine
4
Coarse
U.S. Std. Sieve No.
100
90
mm
80
150
70
60
50
Percent Passing
106
40
30
BH10-1 SS-6
20
MW10-7 SS-9
10
0
0.01
0.1
1
10
100
Grain Size in Millimetres
GRAIN SIZE DISTRIBUTION
TILL: Silty sand with gravel
Figure No. 3
Project No. 122510392
26.5
19
13.2
9.5
4.75
1.18
0.300
0.150
0.075