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geotechnics
construction materials testing
90 scarsdale road telephone: (905) 474-5265
toronto, ontario fax: (416) 444-3179
M3B 2R7 e-mail: alston.associates@alston.ca
Report Ref. No. CT2397.04
November 28, 2017
Prepared For:
Marshall Homes (Finch) Ltd.
1295 Wharf Street, Unit 9
Pickering, ON
L1W 1A2
Prepared By:
Alston Associates
A division of Terrapex Environmental Ltd.
Distribution:
Digital Copy - Marshall Homes (Finch) Ltd.
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED RESIDENTIAL DEVELOPMENT
390 AND 398 FINCH AVENUE
PICKERING, ONTARIO
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
i
CONTENTS
1 INTRODUCTION .................................................................................................................................. 1
2 BACKGROUND ................................................................................................................................... 1
3 FIELDWORK ......................................................................................................................................... 2
4 LABORATORY TESTS ............................................................................................................................ 3
5 SITE AND SUBSURFACE CONDITIONS ............................................................................................... 3
5.1 Site Description ...................................................................................................................................... 4
5.2 Topsoil ..................................................................................................................................................... 4
5.3 Fill Material ............................................................................................................................................. 4
5.4 Native Soils ............................................................................................................................................. 4
5.4.1 Silty Sand ................................................................................................................................... 4
5.4.2 Gravelly Sand ........................................................................................................................... 5
5.4.3 Sandy Silt (Till) ............................................................................................................................ 5
5.4.4 Clayey Silt (Till) .......................................................................................................................... 6
5.5 Groundwater .......................................................................................................................................... 6
6 DISCUSSION AND RECOMMENDATIONS ......................................................................................... 7
6.1 Excavation.............................................................................................................................................. 7
6.2 Groundwater Control ............................................................................................................................ 8
6.3 Foundation Design ................................................................................................................................. 9
6.4 Concrete Slab-on-Grade ................................................................................................................... 10
6.5 Reuse of On-site Excavated Soil as a Compacted Backfill ............................................................ 10
6.6 Service Trenches .................................................................................................................................. 11
6.7 Pavement Design ................................................................................................................................ 12
6.8 Earthquake Design Parameters ......................................................................................................... 13
6.9 Lateral Earth Pressure .......................................................................................................................... 14
6.10 Chemical Characterization of Subsurface Soil ................................................................................ 15
7 LIMITATIONS OF REPORT .................................................................................................................. 16
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
ii
APPENDICES .
APPENDIX A LIMITATIONS OF REPORT
APPENDIX B BOREHOLE LOCATION PLAN AND POTENTIAL DEVELOPMENT PLAN
APPENDIX C BOREHOLE LOG SHEETS
APPENDIX D LABORATORY TEST RESULTS
APPENDIX E TYPICAL PERIMETER AND UNDERFLOOR DRAINAGE SYSTEM
APPENDIX F CERTIFICATE OF CHEMICAL ANALYSES
alston associates Reference CT2397.04 A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT 390 AND 398 FINCH AVENUE, PICKERING, ONTARIO MARSHALL HOMES (FINCH) LTD.
1
1 INTRODUCTION
Alston Associates (AA) has been retained by Marshall Homes (Finch) Ltd. to carry out a geotechnical investigation for a proposed residential development located at 390 and 398 Finch Avenue in Pickering, Ontario. Authorization to proceed with this study was given by Mr. Dugald Wells of Marshall Homes (Finch) Ltd.
We understand that it is proposed to develop the site with a residential subdivision consisting of single family homes with basement construction; to be serviced with municipal services and an access road to Finch Avenue.
A grading plan was not available at the time of the investigation, and accordingly the recommendations provided in this report are considered to be preliminary in nature, subject for review and revision upon completion of proposed grading plans.
The fieldwork for the geotechnical study was conducted in conjunction with environmental investigation. The environmental condition at the site is reported under separate cover by Terrapex Environmental Ltd. (Terrapex).
The purpose of this investigation was to characterize the subsurface soil and groundwater conditions, to determine the engineering properties of the various soil deposits underlying the site, and to provide preliminary geotechnical engineering recommendations pertaining to the proposed development.
This report presents the results of the investigation performed in accordance with the general terms of reference outlined above and is intended for the guidance of the client and the design architects or engineers only. It is assumed that the design will be in accordance with the applicable building codes and standards.
2 BACKGROUND We understand that it is proposed to develop the properties with the municipal addresses of 390, 398, 402, 414, and 422 Finch Avenue with a residential subdivision consisting of 33 single family homes with basement construction; to be serviced with municipal services and an access road to Finch Avenue. The layout of the proposed development is shown on the Potential Development Plan dated November 1, 2017 prepared by Design Plan Services Inc. and provided for our use by Marshall Homes; shown on Drawing 2 attached in Appendix B of this report.
A geotechnical investigation was carried out by AA at 414 and 422 Finch Avenue during March, 2017 consisting of 7 boreholes (designated as Boreholes MW1, MW2, BH3, BH4, MW5, MW6 and BH7) extended to an approximate depth of 6.5 m below ground surface (mbgs). Groundwater monitoring wells were installed in three of the boreholes (MW1, MW2 and MW6). The locations of the boreholes are shown on Drawing 2 attached in Appendix B of this report.
The boreholes revealed that the subsurface stratigraphy generally comprises surficial topsoil underlain by native soil consisting of very loose to loose silty sand, compact to dense sand, and compact sand and gravel, followed by glacial till soils consisting of compact to very dense sand and silt (till) and very stiff sandy silty clay (till). The sand and silt till was encountered at approximate depths ranging from 0.7
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
2
to 2.7 mbgs.
Groundwater was measured upon completion of the boreholes and in the monitoring wells at
approximate depths ranging from 0.2 to 2.7 mbgs. Based on the groundwater measurements, the
indications were that the water was perched in the near surface sandy soils above the till soil.
A supplementary geotechnical investigation was carried out by AA in the north section of 402 Finch
Avenue on August 2, 2017, consisting of 5 exploratory test pits. The test pits were advanced to depths
ranging from 1.6 to 2.2 m. The locations of the test pits (TP1 through TP5) are also shown on Drawing 2
attached in Appendix B of this report.
The test pits revealed that the near surface soil profile is uniform across the site. It consists of a thin layer
of topsoil, underlain by a layer of silty sand or gravelly sand, followed by dense to very dense sand and
silt till. The sand and silt till was encountered at depths of 1.6 m below grade at TP1, 1.7 m below grade
at TP2, and 1.1 m below grade at TP 3, TP4 and TP5.
Groundwater seepage occurred into test pits TP1, TP4 and TP5, perched in the sand immediately above
the till soil. Only a limited volume; less than 2 Litres of water seeped into TP2, and then stopped. Test Pit
TP3 remained dry during excavation and approximately one hour thereafter.
The soil and groundwater conditions encountered in these test pits are similar to those encountered in
the boreholes advanced at the property to the east; 414 and 422 Finch Avenue properties.
Accordingly the recommendations included in Section 5; Discussion and Recommendations section of
the geotechnical report dated April 7, 2017 prepared for 414 and 422 Finch Avenue also applied to 402
Finch Avenue property.
We understand that Marshall Homes (Finch) Ltd. is contemplating purchase of the properties with the
municipal address of 390 and 398 Finch Avenue, subject of the current investigation to add to their
proposed development for the lands to the north and east; 402, 414, and 422 Finch Avenue.
3 F IELDWORK
The fieldwork for this investigation was carried out on November 15, 2017. It consisted of six (6) boreholes,
advanced by a drilling contractor commissioned by AA. The locations of the boreholes were chosen
by AA to provide general coverage of the site for the proposed development. The boreholes were
designated MW101, MW102, BH103, BH104, BH105 and MW106. They are shown on Drawing 1 (Borehole
Location Plan) enclosed in Appendix B.
The boreholes were advanced to depths ranging from 5 to 8.1 mbgs. Three (3) of the boreholes;
MW101, MW102, and MW106 were instrumented with monitoring wells, to determine the long term
groundwater table at the site and permit sampling of the groundwater for chemical analyses
undertaken by Terrapex.
The ground surface elevations at the borehole locations were referenced to a survey pin located on
the southwest corner of the site. According to a survey plan dated July 28, 2017 and titled “Plan of Part
of Lot 32 Concession 2, City of Pickering” prepared by Askan Piller Corporation Ltd., the ground surface
at this location has a geodetic elevation of 138.75 m.
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
3
Standard penetration tests were carried out in the course of advancing the boreholes to take
representative soil samples and to measure penetration index values (N-values) to characterize the
condition of the various soil materials. The number of blows of the striking hammer required to drive the
split spoon sampler to 300 mm depth was recorded and these are presented on the logs as penetration
index values. Results of SPT are shown on the borehole log sheets in Appendix C of this report.
Groundwater level observations were made in the boreholes upon completion of each of their
advancement, and in the monitoring wells on November 15, 17, 20, and 26, 2017. The results of the
groundwater measurements are discussed in Section 4.5 of this report.
The fieldwork for this project was carried out under the supervision of an experienced geotechnical
technician from this office who laid out the positions of the boreholes in the field; arranged locates of
buried services; effected the drilling, sampling and in situ testing; observed groundwater conditions;
and prepared field borehole log sheets.
4 LABORATORY TESTS
The soil samples recovered from the split spoon sampler were properly sealed, labelled and brought to
our laboratory. They were visually classified and water content tests were conducted on all soil samples
retained from Boreholes MW101, BH103, and MW106. The results of the classification, water contents,
and Standard Penetration Tests are presented on the borehole logs sheets attached in Appendix C of
this report.
Grain-size analyses were carried out on three (3) native soil samples; Atterberg Limits test was performed
on one soil sample. The results of these tests are presented as Figures D-1 through D-4 in Appendix D.
In addition, two (2) soil samples were submitted to an analytical laboratory for chemical analyses for
pH and soluble sulphate tests. The results of these tests are enclosed in Appendix F; discussed in Section
6.10 of this report.
5 S I TE AND SUBSURFACE CONDIT IONS
Full details of the subsurface and groundwater conditions at the site are given on the borehole Log
sheets attached in Appendix C of this report.
The following paragraphs present a description of the site and a commentary on the engineering
properties of the various soil materials contacted in the boreholes.
It should be noted that the boundaries of soil types indicated on the borehole logs are inferred from
non-continuous soil sampling and observations made during drilling. These boundaries are intended to
reflect transition zones for the purpose of geotechnical design, and therefore, should not be construed
as exact planes of geological change.
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
4
5.1 Site Descript ion
The site is located on the north side of Finch Avenue in Pickering, Ontario. Its western boundary is
situated approximately 400 m east of Altona Road. It is approximately rectangular in shape with
dimensions of about 52 m and 68 m.
The southern section of the property is developed with two residential houses; two gravel driveways
provide access to the houses. The remaining area of the site is vacant and covered with vegetation
and some trees; located predominantly at the north and central sections of the property.
The ground surface topography of the site is relatively level. The ground surface elevations at the
borehole locations ranged between 140.44 m at Borehole MW102 and 139.57 m at Borehole BH104.
5.2 Topsoi l
Topsoil was encountered in all boreholes. The thickness of the topsoil at the boreholes varies between
approximately 150 and 450 mm.
It should be noted that the topsoil thickness will vary between boreholes. Thicker topsoil than that found
in the boreholes may be present in places.
5.3 Fi l l Material
Fill material is present in Borehole BH103 below the surficial topsoil. The soil consists of silty sand with trace
of gravel and pieces of brick; extending to about 0.9 mbgs. It is brown in color and moist in
appearance.
SPT carried out in the fill material measured N-value of 1; indicating very loose consistency.
5.4 Native Soi ls
The soil stratum below the fill material in Borehole BH103, and underneath the surficial topsoil in the
remaining boreholes is the native soil consisting of variable silty fine sand, sand, gravelly sand, sandy silt
(till), and clayey silt (till) soils.
5 .4 .1 Si l ty Sand
A deposit of silty sand is present underneath the fill material in Borehole BH103 and below the topsoil in
the remaining boreholes. The silty sand extends to approximate depths ranging from 1.4 to 3.3 mbgs.
The silty sand unit is brown in color and generally has a damp to moist appearance. The water content
of the silty sand samples in Boreholes MW101, BH103, and MW106 is about 9 to 21% by weight.
SPT carried out in the silty sand unit had N-values ranging from 1 to 30, indicating very loose to compact
compactness conditions.
Sieve grain size analysis was carried out on two silty sand soil samples. The test results are enclosed in
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
5
Appendix D as Figures D-1 and D-2, and summarized below.
Borehole
Number
Sample Depth
(mbgs) and No.
Sample
Description
Gravel
%
Sand
%
Silt/Clay
%
MW101 1.5 (Sample 3) Brown silty sand 0 92 8
MW102 2.3 (Sample 4) Brown silty sand 0 84 16
Based on the grain size analysis results, the Coefficient of Permeability (k) of the sand soil is estimated
to be in the range of 4x10-3 to 6x10-3 cm/sec; high relative permeability.
5 .4 .2 Gravel ly Sand
A deposit of gravelly sand is present below the silty sand in Boreholes MW102, BH103, BH104, and
MW106. The gravelly sand soil extends to depths ranging from approximately 1.8 to 4.1 mbgs.
The gravelly sand soil is brown in colour at shallow depths; becoming grey at approximate depths
ranging from 1.8 to 3.7 mbgs. It generally has a wet appearance; water bearing in this regard. The
water content of the gravelly sand samples in Boreholes BH103, and MW106 is about 10% by weight.
The measured N-values of the gravelly sand unit ranged from 21 to 50/50 mm penetration, indicating
compact to very dense compactness conditions.
5 .4 .3 Sandy S i l t (T i l l )
A sandy silt (till) stratum is present in all the boreholes except Borehole BH103; positioned below the silty
sand in Boreholes MW101 and BH105, and below the gravelly sand in Boreholes MW102, BH104, and
MW106.
The sandy silt is a glacial deposit and consists of a random mixture of soil particles ranging from clay to
gravel, with the sand and silt being the predominant fractions. Standard Penetration Tests in the sandy
silt (till) provided N-values ranging from 14 to 50/100 mm penetration, indicating that its compactness
condition is compact to very dense.
The sandy silt (till) is generally grey in color. The water content of the tested samples of the sandy silt
(till) from Boreholes MW101, BH103, and MW106 ranged from approximately 5 to 10% by weight;
generally moist to wet in appearance.
Sieve and hydrometer grain size analyses and Atterberg Limits test were carried out on one
representative sample obtained from Borehole MW106 at 2.3 mbgs (Sample 4). The test revealed that
the soil consists of 39% sand, 33% silt, 14% clay, and 14% gravel; its Liquid Limit is 16.5 and Plasticity Index
is 5.8. According to Figure 3.1 of the CFEM (4th Edition), the soil is classified as “Inorganic silt of low
plasticity”. The test results are enclosed in Appendix D as Figures D-3 and D-4.
Based on the grain size analysis results, the k value of the sandy silt (till) is estimated to be less than 10-7
cm/sec, corresponding to low relative permeability. The sandy silt (till) soil is interspersed with
occasional sand layers and sand seams at various depths.
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
6
5 .4 .4 Clayey S i l t (T i l l )
A clayey silt (till) stratum is present underneath the gravelly sand unit in Borehole BH103 and below
sandy silt (till) in Boreholes MW102, BH105, and MW106; positioned at approximate depths of 3.7 to 5.5
mbgs.
The clayey silt is also a glacial till. The soil consists of a random mixture of soil particles ranging from clay
to gravel. It is grey in colour and generally has a moist appearance. The water content of the tested
samples of the clayey silt (till) from Boreholes BH3 and MW6 ranged from approximately 11 to 23% by
weight. Standard penetration tests in the clayey silt till provided N-values ranging from 11 to 29,
indicating stiff to very stiff consistency.
5.5 Groundwater
Groundwater level and cave-in of the unlined side walls of the boreholes were measured during the
course of the borehole drilling and upon completion of the boreholes. The groundwater measurements
are shown on the individual borehole logs and summarized in the following table.
Borehole No. Groundwater Depth (m) Cave-in Level (mbgs)
MW101 1.5 4.3
MW102 2.5 4
BH103 2.1 2.5
BH104 1.8 2.5
BH105 3.7 4
MW106 5.2 Open
Groundwater levels in the monitoring wells were measured on November 15, 17, and 20, 2017. The
groundwater measurement results are shown in the following table.
Borehole No. Ground Elevation (m) Date Groundwater Depth
(mbgs)
Groundwater Elevation
(mbgs)
MW01 139.63
November 15 1.79 137.84
November 17 1.80 137.83
November 20 1.68 137.95
November 26 1.71 137.92
MW102 140.44
November 15 2.70 137.74
November 17 2.75 137.69
November 20 2.71 137.73
November 26 2.64 137.80
MW106 139.90
November 15 1.78 138.12
November 17 1.81 138.09
November 20 1.77 138.13
November 26 1.80 138.10
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
7
It should be noted that groundwater levels are subject to seasonal fluctuations. A higher groundwater
level condition will likely develop in the spring and following significant rainfall events.
6 DISCUSSION AND RECOMMENDATIONS
The following discussions and recommendations are based on the factual data obtained from the
boreholes advanced at the site by AA and are intended for use by the client and design architects
and engineers only.
We understand that the proposed development will include the construction of single family houses
with basements, a service road, and municipal services. It is anticipated that only minor re-grading will
be required for the proposed development. The two houses present at the site will have to be
demolished, the existing buried services decommissioned, and the excavations left behind will need to
be engineered.
Contractors bidding on this project or conducting work associated with this project should make their
own interpretation of the factual data and/or carry out their own investigations.
6.1 Excavation
Based on the field results, excavations for foundations, basements, sewer trenches and utilities are not
expected to pose any difficulty. Excavation of the soils at this site can be carried out with hydraulic
excavators.
All excavations must be carried out in accordance with Occupational Health and Safety Act (OHSA).
With respect to OHSA, the near surface fill, very loose to loose silty sand, compact sand and gravel,
and loose to compact sand above the water table are expected to conform to Type 3 soils. The very
dense sand and silt (till) soil and very stiff sandy silty clay soils are classified as Type 2 soils. Sandy soils
lying below the water table are classified as Type 4 soil.
For excavations through multiple soil types, the side slope geometry is governed by the soil with the
highest number designation. Excavation side-slopes should not be unduly left exposed to inclement
weather. Excavation slopes consisting of sandy soils will be prone to gullying in periods of wet weather,
unless the slopes are properly sheeted with tarpaulins.
Temporary excavations for slopes in Type 3 soil should not exceed 1.0 horizontal to 1.0 vertical. In the
event very loose and/or soft soils are encountered at shallow depths or within zones of persistent
seepage, it will be necessary to flatten the side slopes as necessary to achieve stable conditions. In
wet sandy soils it may be necessary to slope the excavation at an inclination of 1.0 vertical to 2.0
horizontal or 1.0 vertical to 3.0 horizontal. Excavations in Type 2 soil may be cut with vertical side-walls
within the lower 1.2 m height of excavation and 1.0 horizontal to 1.0 vertical above this height.
It will be necessary to depress the water table below the base of the excavation in advance of
excavation.
Where workers must enter excavations extending deeper than 1.2 m below grade, the excavation side-
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
8
walls must be suitably sloped and/or braced in accordance with the Occupational Health and Safety
Act and Regulations for Construction Projects.
It should be noted that glacial deposit is non-sorted sediment and therefore may contain boulders.
Provisions must be made in the excavation and foundation installation contracts for the removal of
possible boulders.
Excavations resulting from demolition of the existing buildings and removal of old utilities would need
to be backfilled with an engineered fill material if the fill is to support underground services and the
pavement structure. Care should be taken during the demolition of the structures such that surrounding
soils are not mixed in with the construction debris; if this were to occur these soils would not be
considered suitable fill material for engineered fill and would likely have to be disposed of off-site as
waste.
6.2 Groundwater Control
Based on observations made during the drilling of the boreholes, close examination of the soil samples
extracted from the boreholes, and groundwater measurements made in the monitoring wells,
groundwater will be encountered within the presumed excavation depths.
The groundwater table at the site is situated at depths ranging from 1.8 to 2.7 mbgs. It should be noted
that the groundwater level will fluctuate seasonally. Under wet conditions, the upper sand and silty
sand soils are expected to flow in open excavations resulting in unstable condition of the excavation.
Accordingly, it will be necessary to lower the water table below the proposed excavation depth in
advance of excavation.
The boreholes revealed that the silty sand and gravelly sand units extend to depths ranging from 1.8 to
4.1 mbgs. The silty sand and gravelly sand soils have a medium to high permeability. The groundwater
yield from these deposits is expected to be moderate. It is anticipated that it should be possible to use
filtered sumps to provide the required dewatering for excavations extending up to 0.3 m below the
groundwater level using a series of filtered pumps in the base of the excavation. In the event
excavations are required to extend to greater depths below the groundwater level, a more elaborate
dewatering system may be required to depress the groundwater level to at least 0.5 m below the
excavation base in order to maintain basal stability as well as dry working condition.
The glacial till deposits are expected to have low permeability coefficients; the groundwater yield from
these soils is expected to be very small.
Surface water should be directed away from open excavations.
It will be necessary to determine the construction dewatering requirements and to collect the
information required for the application for Permit to Take Water (PTTW), should this be deemed
necessary.
It is recommended that the basement floor is positioned as high as possible, preferably a minimum of
0.5 m above the groundwater level.
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
9
6.3 Foundation Design
We understand that the proposed sub-division will consist of residential houses with basements. It is
anticipated that there will be some minor modifications to site grading, but this has not been
established at the time of reporting. The provided recommendations are considered to be preliminary
in nature, subject for review and revision upon completion of proposed grading plans.
It is recommended that the basement floor slabs of the buildings be set above the groundwater level.
The borehole findings reveal that the native soil (below the surficial loose sand) throughout the site is
considered suitable for the support of building foundations. Locally, it will be necessary to deepen the
foundations where the native soil is less competent in strength.
Conventional spread and wall footings may be used to support the proposed buildings. The
foundations may be designed based on bearing resistance of 100 KPa at Serviceability Limit States
(SLS), and factored geotechnical bearing resistances at Ultimate Limit States (ULS) of 150 kPa.
The geotechnical bearing resistances recommended above are for vertical loads (no inclination) and
no eccentricity. The total and differential settlements of spread footing foundations designed in
accordance with the recommendations provided in this report should not exceed the conventional
limits of 25 mm and 19 mm respectively. Typical footing dimensions for these applications include a
minimum strip footing width of 500 mm and an isolated column footing dimension of not less than 900
mm.
Due to variations in the consistency of the founding soils and/or loosening caused by to excavating
disturbance and/or seasonal frost effects, all footing subgrade must be evaluated by the Geotechnical
Engineer prior to placing formwork and foundation concrete to ensure that the soil exposed at the
excavation base is consistent with the design geotechnical bearing resistance.
In the event necessary, the stepping of the footings at different elevations should be carried out at an
angle no steeper than 2 horizontal (clear horizontal distance between footings) to 1 vertical (difference
in elevation) and no individual footing step should be greater than 0.6 m.
Rainwater or groundwater seepage entering the foundation excavations must be pumped away (not
allowed to pond). The foundation subgrade soils should be protected from freezing, inundation and
equipment traffic at all times. If unstable subgrade conditions develop, AA should be contacted in
order to assess the conditions and make appropriate recommendations.
If construction proceeds during freezing weather conditions, adequate temporary frost protection for
the footing bases and concrete must be provided. All exterior footings and footings in unheated areas
should be provided by at least 1.2 m of soil cover or equivalent artificial thermal insulation for frost
protection purposes.
The native soils tend to weather and deteriorate rapidly on exposure to atmosphere or surface water,
so construction scheduling should consider the amount of excavation left exposed to the elements,
during foundation preparation. AA recommends that footings placed on the exposed native soil
should be poured on the same day as they are excavated, after removal of all unsuitable founding
materials and approval of the bearing surface. Alternatively, a concrete mud slab could be used to
protect a bearing surface where footing construction is to be delayed.
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
10
6.4 Concrete Slab-on-Grade
It is expected that the subgrade below the basement floors will consist of undisturbed sand, gravelly
sand or sandy silt (till). These soils are suitable for slab-on-grade construction.
Subgrade preparation should include the removal of any wet, soft/loose and disturbed soils. After
removal of all unsuitable materials, the subgrade should be inspected and adjudged as satisfactory
before preparing the granular base course. Any soft or unsuitable subgrade areas should be sub-
excavated and replaced with suitable approved compacted backfill; placed in maximum lifts of 200
mm thickness and compacted to at least 98% of SPMDD.
It is recommended that a combined moisture barrier and a levelling course, having a minimum
thickness of 150 mm and comprised of free draining material such as 19 mm clear stone (OPSS 1004)
compacted by vibration to a dense state be placed under the floor slab.
The basements of the proposed buildings must be provided with perimeter drainage. The perimeter
drainage system should consist of weeping pipes 100 mm in diameter placed adjacent to the exterior
wall footing, below the underside of the basement floor slab. The weeping tiles must be wrapped with
filter fabric and covered with a minimum of 150 mm of clear stone.
The basement wall backfill for a minimum lateral distance of 0.6 m out from the wall should consist of
free-draining material such as OPSS Granular ‘B’ Type I. The native soil may be used to backfill
excavations along foundation walls provided that a suitable alternative drainage cellular media is
placed on the wall. Damp proofing must be applied to the exterior basement walls.
Sub-floor drains are also likely to be required below the basement of the houses for this development.
A decision in this regard must be made once final grades and basement floor elevations have been
established. It is recommended that in order to minimize the volume of water entering the perimeter
and sub-floor drainage system, the basement floor slabs be set above the level of the groundwater
table at the site.
The perimeter foundation and sub-floor drains must be connected to a positive frost free outlet from
which the water can be removed, or connected to a sump located in the basement. The water from
the sump must be pumped out to a suitable discharge point.
The installation of the perimeter drains as well as the outlet must conform to the applicable plumbing
code requirements.
Part 9 of the Ontario Building Code, “Housing and Small Buildings” should be referred to for standard
practices.
6.5 Reuse of On-si te Excavated Soi l as a Compacted Backfi l l
On-site excavated inorganic native soils are considered suitable for reuse as backfill material within the
roadways and pipeline trench excavations, provided their water content is within 2% of their optimum
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11
water contents (OWC) as determined by Standard Proctor test, and the materials are effectively
compacted with a smooth drum compaction rollers.
While the quality of the native soils are considered suitable for backfilling; the moisture content of
the soils and the lift thickness for compaction must be properly controlled during the backfilling.
Alternatively, imported suitable material should be used.
Measured water content within the upper silty sand and gravelly sand soils ranges from approximately
4 to 21%, averaging to about 12%. These water contents are generally close to and locally on the wet
side of the material’s OWC. On-site native soils that are wetter than their OWC should be dried
sufficiently prior to use as backfill in order to achieve the specified degree of compaction. Spreading
the material in a wide area and air drying will be required to achieve the specified compaction of the
native material. Thorough vertical mixing of the excavated soils will be required to provide a material
that can be adequately compacted.
6.6 Service Trenches
Based on the assumed site grades, sewer pipes and water mains will probably be supported on
undisturbed native sand, gravelly sand and silt (till) soils which are considered suitable for supporting
water mains, sewer pipes, manholes, catch basins and other related structures
The type of bedding depends mainly on the strength of the subgrade immediately below the invert
levels.
Normal Class ‘B’ bedding is recommended for underground utilities. Granular ‘A’ or 19 mm crusher-run
limestone can be used as bedding material; all granular materials should meet OPS 1010
specifications. The bedding material should be compacted to a minimum of 95% Standard Proctor
Maximum Dry Density. Bedding details should follow the applicable governing design detail (i.e. City
of Pickering, OPSD). Trenches dug for these purposes should not be unduly left exposed to inclement
weather.
Pipe bedding and backfill for flexible pipes should be undertaken in accordance with OPSD 802.010.
Pipe embedment and cover for rigid pipes should be undertaken in accordance with OPSD 802.030.
If unsuitable bedding conditions occur, careful preparation and strengthening of the trench bases prior
to sewer installation will be required. The subgrade may be strengthened by placing a thick mat
consisting of 50 mm crusher-run limestone. Field conditions will determine the depth of stone required.
Geotextiles and/or geogrids may be helpful and these options should be reviewed by AA on a case
by case basis.
Sand cover material should be placed as backfill to at least 300 mm above the top of pipes. Placement
of additional granular material (thickness dictated by the type of compaction equipment) as required
or use of smaller compaction equipment for the first few lifts of native material above the pipe will
probably be necessary to prevent damage to the pipe during the trench backfill compaction.
It is recommended that service trenches be backfilled with on-site native materials such that at least
95% of Standard Proctor Maximum Dry Density (SPMDD) is obtained in the lower zone of the trench and
98% of SPMDD for the upper 1000 mm.
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In areas of narrow trenches or confined spaces such as around manholes, catch basins, etc., the use
of aggregate fill such as Granular ‘B’ Type I (OPSS 1010) is required if there is to be post-construction
grade integrity.
6.7 Pavement Design
Based on the existing topography of the site and the presumption that there will be minor re-grading,
it is anticipated that the sub-grade material for the pavement will generally comprise of native soil or
engineered fill.
The subgrade should be thoroughly proof-rolled and re-compacted to ensure uniformity in subgrade
strength and support. Lift thicknesses should not exceed 200 mm in a loose state and the excavated
site material should be compacted using heavy vibratory rollers. As an alternative, if suitable on-site
native material is not available, the upper part of the subgrade could be improved by placing
imported granular material.
If construction is carried out in inclement weather, there is a likelihood that some amount of road
sub-base supplement will be required (i.e. some sub-excavation followed by granular
replacement).
Given the frost susceptibility and drainage characteristics of the subgrade soils, and the City of
Pickering requirements, the pavement design presented below is recommended.
Recommended Asphaltic Concrete Pavement Structure Design
(Minimum Component Thicknesses)
Pavement Layer Compaction Requirements House Driveways Local Residential Road
Surface Course
Asphaltic Concrete 97% Marshall Density 35 mm Hot-Laid HL3 35 mm Hot-Laid HL3
Binder Course
Asphaltic Concrete 97% Marshall Density 40 mm Hot-Laid HL8 50 mm Hot-Laid HL8
Granular Base 100% SPMDD* 200 mm compacted depth
Granular A
150 mm compacted depth
Granular A
Granular Sub-Base 100% SPMMD* - 300 mm compacted depth
Granular B
* Standard Proctor maximum Dry Density (ASTM-D698)
The subgrade must be compacted to at least 98% of SPMDD for at least the upper 600 mm and 95%
below this level. The granular base and sub-base materials should be compacted to a minimum of
100% SPMDD.
The long-term performance of the proposed pavement structure is highly dependent upon the
subgrade support conditions. Stringent construction control procedures should be maintained to
ensure that uniform subgrade moisture and density conditions are achieved as much as practically
possible when fill is placed and that the subgrade is not disturbed and weakened after it is exposed.
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Control of surface water is a significant factor in achieving good pavement life. Grading adjacent to
the pavement areas must be designed so that water is not allowed to pond adjacent to the outside
edges of the pavement or curb. In addition, the need for adequate drainage cannot be over-
emphasized. The subgrade must be free of depressions and sloped (preferably at a minimum gradient
of three percent) to provide effective drainage toward subgrade drains. Sub-drains are
recommended to intercept excess subsurface moisture at the curb lines and catch basins. The invert
of sub-drains should be maintained at least 0.3 m below subgrade level.
Additional comments on the construction of pavement areas are as follows:
As part of the subgrade preparation, the proposed pavement areas should be stripped of
vegetation, topsoil, unsuitable earth fill and other obvious objectionable material. The
subgrade should be properly shaped and sloped as required, and then proof-rolled. Loose/soft
or spongy subgrade areas should be sub-excavated and replaced with suitable approved
material compacted to at least 98% of SPMDD.
Where new fill is needed to increase the grade or replace disturbed portions of the subgrade,
excavated inorganic soils or similar clean imported fill materials may be used, provided their
moisture content is maintained within 2 % of the soil’s optimum moisture content. All fill must be
placed and compacted to not less than 98% of SPMDD.
The most severe loading conditions on pavement areas and the subgrade may occur during
construction during wet and un-drained conditions. Consequently, special provisions such as
restricted lanes, half-loads during paving etc., may be required, especially if construction is
carried out during unfavourable weather.
For fine-grained soils, as encountered at the site, the degree of compaction specification alone
cannot ensure distress free subgrade. Proof-rolling must be carried out and witnessed by AA
personnel for final recommendations of sub-base thicknesses.
In the event that pavement construction takes place in the spring thaw, the late fall, or
following periods of significant rainfall, it should be anticipated that an increase in thickness of
the granular sub-base layer will be required to compensate for reduced subgrade strength.
6.8 Earthquake Design Parameters
The 2012 Ontario Building Code (OBC) stipulates the methodology for earthquake design analysis, as
set out in Subsection 4.1.8.7. The determination of the type of analysis is predicated on the importance
of the structure, the spectral response acceleration and the site classification.
The parameters for determination of the Site Classification for Seismic Site Response are set out in Table
4.1.8.4.A of the 2012 OBC. The classification is based on the determination of the average shear wave
velocity in the top 30 metres of the site stratigraphy, where shear wave velocity (vs) measurements
have been taken. In the absence of such measurements, the classification is estimated on the basis of
empirical analysis of undrained shear strength or penetration resistance. The applicable penetration
resistance is that which has been corrected to a rod energy efficiency of 60% of the theoretical
maximum or the (N60) value.
Based on the borehole information, the subsurface stratigraphy generally comprises surficial topsoil
underlain by native soil consisting of very loose to compact silty sand, compact to very dense gravelly
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sand, followed by glacial till soils consisting of compact to very dense sandy silt (till) and stiff to very stiff
clayey silt (till). Based on the above, the site designation for seismic analysis is Class D according to
Table 4.1.8.4.A from the quoted code.
The site specific 5% damped spectral acceleration coefficients, and the peak ground acceleration
factors are provided in the 2012 Ontario Building Code - Supplementary Standards SB-1 (September 14,
2012), Table 1.2, location Pickering, Ontario.
6.9 Lateral Earth Pressure
Parameters used in the determination of earth pressure acting on temporary shoring walls are defined
below.
Soil Parameters
Parameter Definition Units
Φ’ angle of internal friction degrees
γ bulk unit weight of soil kN/m3
Ka active earth pressure coefficient (Rankine) dimensionless
Ko at-rest earth pressure coefficient (Rankine) dimensionless
Kp passive earth pressure coefficient (Rankine) dimensionless
The appropriate un-factored values for use in the design of structures subject to unbalanced earth
pressures at this site are tabulated as follows:
Soil Parameter Values
Soil Parameter
Φ’ γ Ka Kp K0
Fill Material 28° 18 0.36 2.77 0.53
Very Loose to Loose Silty Sand 28° 18 0.36 2.77 0.53
Compact to Dense Sand /
Compact Gravelly Sand 32° 19 0.31 3.23 0.47
Dense Sandy Silt Till 35° 21.5 0.27 3.69 0.43
Compact Sandy Silt Till and
Clayey Silt Till 32° 21.5 0.31 3.25 0.47
The design earth pressures in compacted backfill should be augmented with the dynamic effects of
the compaction efforts, which typically are taken as a uniform 12 kPa pressure over the entire depth
below grade where the calculated earth pressure based on the above earth pressure factors is less
than 12 kPa. However, this dynamic effect should be ignored when calculating the passive resistance
for thrust blocks, or other instances where the general stability of the structure relies on the passive
resistance.
Walls or bracings subject to unbalanced earth pressures must be designed to resist a pressure that can
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be calculated based on the following formula:
P = K ( h + q)
Where P = lateral pressure in kPa acting at a depth h (m) below ground surface
K = applicable lateral earth pressure coefficient
= bulk unit weight of backfill (kN/m3)
q = the complete surcharge loading (kPa)
This equation assumes that free-draining backfill and positive drainage is provided to ensure that there
is no hydrostatic pressure acting in conjunction with the earth pressure.
The coefficient of earth pressure at rest (Ko) should be used in the calculation of the earth pressure on
the basement walls.
Resistance to sliding of earth retaining structures is developed by friction between the base of the
footing and the soil. This friction (R) depends on the normal load on the soil contact (N) and the
frictional resistance of the soil (tan Φ’) expressed as: R = N tan Φ’. This is an ultimate resistance value
and does not contain a factor of safety.
6.10 Chemical Characterizat ion of Subsurface Soi l
Two (2) native soil samples obtained from Boreholes BH4 (Sample 3; 1.5 mbgs) and BH5 (Sample 4; 2.3
mbgs) were submitted to AGAT Laboratories for pH index test and water-soluble sulphate content to
determine the potential of attacking the subsurface concrete.
The test results revealed that the pH index of the soil sample in Borehole BH4 is 7.74 and in Borehole BH5
is 7.82. The pH of the two tested samples indicates a slight alkalinity.
The water-soluble sulphate content of the soil sample in Borehole BH4 is 0.0011%; in Borehole BH5 is
0.0013%. The concentration of water-soluble sulphate content of the tested samples is below the CSA
Standard of 0.1% water-soluble sulphate (Table 12 of CSA A23.1, Requirements for Concrete Subjected
to Sulphate Attack). Special concrete mixes against sulphate attack is therefore not required for the
sub-surface concrete of the proposed industrial building.
The Certificate of Analysis provided by the analytical chemical testing laboratory is contained in
Appendix F of this report.
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APPENDIX A LIMITATIONS OF REPORT
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l imitations of report
The conclusions and recommendations in this report are based on information determined at the inspection
locations. Soil and groundwater conditions between and beyond the test holes may differ from those
encountered at the test hole locations, and conditions may become apparent during construction which
could not be detected or anticipated at the time of the soil investigation.
The design recommendations given in this report are applicable only to the project described in the text, and
then only if constructed substantially in accordance with details of alignment and elevations stated in the
report. Since all details of the design may not be known to us, in our analysis certain assumptions had to be
made as set out in this report. The actual conditions may, however, vary from those assumed, in which case
changes and modifications may be required to our recommendations.
This report was prepared for Marshall Homes (Finch) Ltd. by Alston Associates. The material in it reflects Alston
Associates judgement in light of the information available to it at the time of preparation. Any use which a
Third Party makes of this report, or any reliance on decisions which the Third Party may make based on it, are
the sole responsibility of such Third Parties.
We recommend, therefore, that we be retained during the final design stage to review the design drawings
and to verify that they are consistent with our recommendations or the assumptions made in our analysis. We
recommend also that we be retained during construction to confirm that the subsurface conditions
throughout the site do not deviate materially from those encountered in the test holes. In cases where these
recommendations are not followed, the company’s responsibility is limited to accurately interpreting the
conditions encountered at the test holes, only.
The comments given in this report on potential construction problems and possible methods are intended for
the guidance of the design engineer, only. The number of inspection locations may not be sufficient to
determine all the factors that may affect construction methods and costs. The contractors bidding on this
project or undertaking the construction should, therefore, make their own interpretation of the factual
information presented and draw their own conclusions as to how the subsurface conditions may affect their
work.
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GEOTECHNICAL INVESTIGATION REPORT
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APPENDIX B DRAWING 1: BOREHOLE LOCATION PLAN
DRAWING 2: POTENTIAL DEVELOPMENT PLAN
SF
NOVEMBER 2017
CT2397.04
AS SHOWN
DRAWING 1DRAWING #
DRAWN
DATE
PROJECT #
CLIENT
SCALE
CHECKED
SOURCE: SURVEYOR’S REAL PROPERTY REPORT PART1: PLAN OF PART OF LOT 32 CONCESSION 2 BY AKSAN PILLER CORPORATION LTD., JULY 2017,
0 10m 20m
(APPROXIMATE)
BOREHOLE LOCATION PLAN
390 AND 398 FINCH AVENUE EASTPICKERING, ONTARIO
MARSHALL HOMES(FINCH) LTD.
BOREHOLE WITH MONITORING WELL
LEGEND
BOREHOLE
geotechnical division of
PROPERTY BOUNDARYPROPERTY BOUNDARY
BH103BH103
BH104BH104
BH105BH105
MW106MW106
MW101MW101
MW102MW102
SITE
BH103BH103
BH104BH104
BH105BH105
MW106MW106
MW101MW101
MW102MW102
TP5TP5
TP4TP4
TP3TP3
TP2TP2
TP1TP1
BH7BH7
BH4BH4
BH3BH3
MW1MW1
MW2MW2
MW6MW6
MW5MW5
SF
MARCH 2018
CT2397.04
AS SHOWN
DRAWING 2DRAWING #
DRAWN
DATE
PROJECT #
CLIENT
SCALE
CHECKED
SOURCE: SITE PLAN BY HUNT DESIGN ASSOCIATES INC., 2018.
0 25m 50m
(APPROXIMATE)
POTENTIAL DEVELOPMENT390 AND 398 FINCH AVENUE EAST
PICKERING, ONTARIO
MARSHALL HOMES(FINCH) LTD.
BOREHOLE WITH MONITORING WELL
LEGEND
BOREHOLE
geotechnical division of
PREVIOUS TEST PIT
PREVIOUS WITH MONITORING WELL
BOREHOLE
PREVIOUS BOREHOLE
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APPENDIX C
BOREHOLE LOG SHEETS
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
139.5
139
138.5
138
137.5
137
136.5
136
135.5
135
134.5
134
133.5
Topsoil (450 mm)
loosedamp to
moist
----- -----
brownSILTY FINE SANDcompact wet
-----
tracegravel
compact
----- moist to wetgrey
SANDY SILT (TILL)trace gravel, trace clayoccasional sand seamsvery
dense
END OF BOREHOLE
2
5
16
19
21
17
90/225
50/100
15
4
21
16
19
10
9
10
9
10
1A
1B
2A
2B
3
4
5
6
7
8
2
5
16
19
21
17
90/225
50/100
Borehole cave-in at 4.3m and groundwater at1.5 m below groundsurface on complition.
Groundwater measuredat 1.79 m below groundsurface on November 15,2017.
Sand + Screen
CLIENT: Marshall Homes METHOD: Augering and Split Spoon Sampling
BH No.: MW101PROJECT: 390 and 398 Finch Avenue PROJECT ENGINEER: VN ELEV. (m) 139.63
LOCATION: Pickering, ON NORTHING: EASTING: PROJECT NO.: CT2397.04
SAMPLE TYPE AUGER DRIVEN CORING DYNAMIC CONE SHELBY SPLIT SPOON
LOGGED BY: SA DRILLING DATE: November 15, 2017
REVIEWED BY: VN
GWL(m)
SO
IL S
YM
BO
L
SOILDESCRIPTION
DE
PT
H (
m)
ELE
VA
TIO
N (
m) Shear Strength
(kPa)
N-Value(Blows/300mm)
20 40 60 80
40 80 120 160
WaterContent
(%)
PL W.C. LL
20 40 60 80 SA
MP
LE
NO
.
SA
MP
LE
TY
PE
SP
T(N
) Well
Constr
uction
REMARKS
Page 1 of 1
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
7.5
8
140
139.5
139
138.5
138
137.5
137
136.5
136
135.5
135
134.5
134
133.5
133
132.5
Topsoil (300 mm)
damp
-----
loose moistbrown
SILTY FINE SAND
-----
wet
-----
compact
browndense, wet
GRAVELLY SAND-----
grey
dense, moist to wetgrey
SANDY SILT (TILL)trace gravel, trace clayoccasional sand layers
very stiffmoist, grey
CLAYEY SILTto
SILTY CLAY (TILL)trace gravel, trace sand
END OF BOREHOLE
4
5
4
10
30
37
32
23
16
1A
1B
2
3
4
5
6A
6B
7
8
9
4
5
4
10
30
37
32
23
16
Borehole cave-in at 4 mand groundwater at 2.5m below ground surfaceon complition.
Groundwater measuredat 2.7 m below groundsurface on November 15,2017.
Sand + Screen
CLIENT: Marshall Homes METHOD: Augering and Split Spoon Sampling
BH No.: MW102PROJECT: 390 and 398 Finch Avenue PROJECT ENGINEER: VN ELEV. (m) 140.44
LOCATION: Pickering, ON NORTHING: EASTING: PROJECT NO.: CT2397.04
SAMPLE TYPE AUGER DRIVEN CORING DYNAMIC CONE SHELBY SPLIT SPOON
LOGGED BY: SA DRILLING DATE: November 15, 2017
REVIEWED BY: VN
GWL(m)
SO
IL S
YM
BO
L
SOILDESCRIPTION
DE
PT
H (
m)
ELE
VA
TIO
N (
m) Shear Strength
(kPa)
N-Value(Blows/300mm)
20 40 60 80
40 80 120 160
WaterContent
(%)
PL W.C. LL
20 40 60 80 SA
MP
LE
NO
.
SA
MP
LE
TY
PE
SP
T(N
) Well
Constr
uction
REMARKS
Page 1 of 1
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
139.5
139
138.5
138
137.5
137
136.5
136
135.5
135
Topsoil (150 mm)
very loose, moist, brownsilty sand, trace gravelpiece of brick (FILL)
loose, moist, brownSILTY FINE SAND
dense, wet, brownGRAVELLY SAND
compact
-----
grey, moistCLAYEY SILT (TILL)
trace gravel, trace sandstiff
-----
verystiff
END OF BOREHOLE
1
6
8
42
21
11
29
179
11
11
13
8
5
9
10
1A
1B
2A
2B
3
4
5
6
7
1
6
8
42
21
11
29
Borehole cave-in at 2.5m and groundwater at2.1 m below groundsurface on complition.
CLIENT: Marshall Homes METHOD: Augering and Split Spoon Sampling
BH No.: 103PROJECT: 390 and 398 Finch Avenue PROJECT ENGINEER: VN ELEV. (m) 139.93
LOCATION: Pickering, ON NORTHING: EASTING: PROJECT NO.: CT2397.04
SAMPLE TYPE AUGER DRIVEN CORING DYNAMIC CONE SHELBY SPLIT SPOON
LOGGED BY: SA DRILLING DATE: November 15, 2017
REVIEWED BY: VN
GWL(m)
SO
IL S
YM
BO
L
SOILDESCRIPTION
DE
PT
H (
m)
ELE
VA
TIO
N (
m) Shear Strength
(kPa)
N-Value(Blows/300mm)
20 40 60 80
40 80 120 160
WaterContent
(%)
PL W.C. LL
20 40 60 80 SA
MP
LE
NO
.
SA
MP
LE
TY
PE
SP
T(N
) Well
Constr
uction
REMARKS
Page 1 of 1
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
139.5
139
138.5
138
137.5
137
136.5
136
135.5
135
134.5
134
133.5
Topsoil (300 mm)
very looseto loose
brown, damp to moistSILTY FINE SAND
-----
compact
compact, wet, greyGRAVELLY SAND
compact
-----
dense
-----
very dense very densemoist, grey
SANDY SILT (TILL)trace gravel, trace clayoccasional sand seams
END OF BOREHOLE
3
9
30
21
32
50/50
50/125
50/125
1A
1B
2
3A
3B
4
5
6
7
8
3
9
30
21
32
50/50
50/125
50/125
Borehole cave-in at 2.5m and groundwater at1.8 m below groundsurface on complition.
CLIENT: Marshall Homes METHOD: Augering and Split Spoon Sampling
BH No.: 104PROJECT: 390 and 398 Finch Avenue PROJECT ENGINEER: VN ELEV. (m) 139.57
LOCATION: Pickering, ON NORTHING: EASTING: PROJECT NO.: CT2397.04
SAMPLE TYPE AUGER DRIVEN CORING DYNAMIC CONE SHELBY SPLIT SPOON
LOGGED BY: SA DRILLING DATE: November 15, 2017
REVIEWED BY: VN
GWL(m)
SO
IL S
YM
BO
L
SOILDESCRIPTION
DE
PT
H (
m)
ELE
VA
TIO
N (
m) Shear Strength
(kPa)
N-Value(Blows/300mm)
20 40 60 80
40 80 120 160
WaterContent
(%)
PL W.C. LL
20 40 60 80 SA
MP
LE
NO
.
SA
MP
LE
TY
PE
SP
T(N
) Well
Constr
uction
REMARKS
Page 1 of 1
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
139.5
139
138.5
138
137.5
137
136.5
136
135.5
135
Topsoil (300 mm)
very loose
-----damp to moist
brownSILTY FINE SANDcompact
moist
-----compact to densegrey
SANDY SILT (TILL)trace gravel, trace clay
wet
very stiff, moist, greyCLAYEY SILT (TILL)
some sand, trace gravel
END OF BOREHOLE
1
14
25
39
29
32
17
1A
1B
2
3A
3B
4
5
6
7
1
14
25
39
29
32
17
Borehole cave-in at 4 mand groundwater at 3.7m below ground surfaceon complition.
CLIENT: Marshall Homes METHOD: Augering and Split Spoon Sampling
BH No.: 105PROJECT: 390 and 398 Finch Avenue PROJECT ENGINEER: VN ELEV. (m) 139.65
LOCATION: Pickering, ON NORTHING: EASTING: PROJECT NO.: CT2397.04
SAMPLE TYPE AUGER DRIVEN CORING DYNAMIC CONE SHELBY SPLIT SPOON
LOGGED BY: SA DRILLING DATE: November 15, 2017
REVIEWED BY: VN
GWL(m)
SO
IL S
YM
BO
L
SOILDESCRIPTION
DE
PT
H (
m)
ELE
VA
TIO
N (
m) Shear Strength
(kPa)
N-Value(Blows/300mm)
20 40 60 80
40 80 120 160
WaterContent
(%)
PL W.C. LL
20 40 60 80 SA
MP
LE
NO
.
SA
MP
LE
TY
PE
SP
T(N
) Well
Constr
uction
REMARKS
Page 1 of 1
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
139.5
139
138.5
138
137.5
137
136.5
136
135.5
135
134.5
134
133.5
Topsoil (450 mm)
loose, brown, damp to moistSILTY FINE SAND
compact, wet, brownGRAVELLY SAND
brown
-----
compact grey
moistSANDY SILT (TILL)
trace graveltrace clay
occasional sand layersand sand seams
------
dense
-----
compact
very stiff, moist, greyCLAYEY SILT (TILL)
some sand, trace gravel
END OF BOREHOLE
3
7
21
28
15
35
14
16
7
9
15
12
17
9
9
9
11
11
1A
1B
2
3A
3B
4
5
6
7
8
3
7
21
28
15
35
14
16
Borehole open andgroundwater at 5.2 mbelow ground surface oncomplition.
Groundwater measuredat 1.78 m below groundsurface on November 15, 2017.
Sand+ Screen
CLIENT: Marshall Homes METHOD: Augering and Split Spoon Sampling
BH No.: MW106PROJECT: 390 and 398 Finch Avenue PROJECT ENGINEER: VN ELEV. (m) 139.90
LOCATION: Pickering, ON NORTHING: EASTING: PROJECT NO.: CT2397.04
SAMPLE TYPE AUGER DRIVEN CORING DYNAMIC CONE SHELBY SPLIT SPOON
LOGGED BY: SA DRILLING DATE: November 15, 2017
REVIEWED BY: VN
GWL(m)
SO
IL S
YM
BO
L
SOILDESCRIPTION
DE
PT
H (
m)
ELE
VA
TIO
N (
m) Shear Strength
(kPa)
N-Value(Blows/300mm)
20 40 60 80
40 80 120 160
WaterContent
(%)
PL W.C. LL
20 40 60 80 SA
MP
LE
NO
.
SA
MP
LE
TY
PE
SP
T(N
) Well
Constr
uction
REMARKS
Page 1 of 1
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
APPENDIX D LABORATORY TEST RESULTS
Tested By: VP Checked By: VN
LL PL D85 D60 D50 D30 D15 D10 Cc Cu
Material Description USCS AASHTO
Project No. Client: Remarks:
Project:
Sample Number: MW101, Sample 3
Alston Associates
Geotechnical Division of Terrapex Figure
0.2777 0.1698 0.1429 0.0990
SAND, some Silt
CT2397.04 Marshall Homes
D1
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
PE
RC
EN
T C
OA
RS
ER
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 0 0 1 6 77 16
80
56
40
28
20
14
10
5 2.5
1.2
5
0.6
3
0.3
15
0.1
6
0.0
75
Grain Size Distribution Report
390 and 398 Finch Avenue
Tested By: VP Checked By: VN
LL PL D85 D60 D50 D30 D15 D10 Cc Cu
Material Description USCS AASHTO
Project No. Client: Remarks:
Project:
Sample Number: MW102, Sample 4
Alston Associates
Geotechnical Division of Terrapex Figure
0.2980 0.1928 0.1654 0.1178 0.0875 0.0788 0.91 2.45
SAND, trace Silt
CT2397.04 Marshall Homes
D2
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
PE
RC
EN
T C
OA
RS
ER
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 0 0 0 5 87 8
80
56
40
28
20
14
10
5 2.5
1.2
5
0.6
3
0.3
15
0.1
6
0.0
75
Grain Size Distribution Report
390 and 398 Finch Avenue
Tested By: VP Checked By: VN
LL PL D85 D60 D50 D30 D15 D10 Cc Cu
Material Description USCS AASHTO
Project No. Client: Remarks:
Project:
Sample Number: MW106, Sample 4
Alston Associates
Geotechnical Division of Terrapex Figure
4.1490 0.1879 0.0948 0.0124 0.0024
Silty SAND, some Clay, some Gravel
CT2397.04 Marshall Homes
D3
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
PE
RC
EN
T C
OA
RS
ER
100
90
80
70
60
50
40
30
20
10
0
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 7 7 5 9 25 33 14
80
56
40
28
20
14
10
5 2.5
1.2
5
0.6
3
0.3
15
0.1
6
0.0
75
Grain Size Distribution Report
390 and 398 Finch Avenue
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit
0
10
20
30
40
50
60
70P
lasticity In
de
x
PLASTICITY CHART
Remarks:
Figure No. D-4
Client: Marshall Homes
Project: 390 and 398 Finch Avenue, Pickering, ONRef. No.: CT2397.04
Sample SymbolMW106, Sample 4
A-L
ine
CH
CL
CL-MLMI or OI
MH or OH
ML ML
CI
7
4
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
APPENDIX E TYPICAL PERIMETER AND UNDERFLOOR DRAINAGE SYSTEM
alston associates Reference CT2397.04
A division of Terrapex Environmental Ltd. November 28, 2017
GEOTECHNICAL INVESTIGATION REPORT
390 AND 398 FINCH AVENUE, PICKERING, ONTARIO
MARSHALL HOMES (FINCH) LTD.
APPENDIX F CERTIFICATE OF CHEMICAL ANALYSES
CLIENT NAME: ALSTON ASSOCIATES90 SCARSDALE RDTORONTO, ON M3B2R7 (905) 474-5265
5835 COOPERS AVENUEMISSISSAUGA, ONTARIO
CANADA L4Z 1Y2TEL (905)712-5100FAX (905)712-5122
http://www.agatlabs.com
Amanjot Bhela, Inorganic CoordinatorSOIL ANALYSIS REVIEWED BY:
DATE REPORTED:
PAGES (INCLUDING COVER): 5
Nov 29, 2017
VERSION*: 1
Should you require any information regarding this analysis please contact your client services representative at (905) 712-5100
17T287202AGAT WORK ORDER:
ATTENTION TO: VIC NERSESIAN
PROJECT: CT2397.04
Laboratories (V1) Page 1 of 5
All samples will be disposed of within 30 days following analysis. Please contact the lab if you require additional sample storage time.
AGAT Laboratories is accredited to ISO/IEC 17025 by the Canadian Association for Laboratory Accreditation Inc. (CALA) and/or Standards Council of Canada (SCC) for specific tests listed on the scope of accreditation. AGAT Laboratories (Mississauga) is also accredited by the Canadian Association for Laboratory Accreditation Inc. (CALA) for specific drinking water tests. Accreditations are location and parameter specific. A complete listing of parameters for each location is available from www.cala.ca and/or www.scc.ca. The tests in this report may not necessarily be included in the scope of accreditation.
Association of Professional Engineers and Geoscientists of Alberta (APEGA)Western Enviro-Agricultural Laboratory Association (WEALA)Environmental Services Association of Alberta (ESAA)
Member of:
*NOTES
Results relate only to the items tested and to all the items testedAll reportable information as specified by ISO 17025:2005 is available from AGAT Laboratories upon request
BH5/S4BH4/S3SAMPLE DESCRIPTION:
SoilSoilSAMPLE TYPE:
2017-11-152017-11-15DATE SAMPLED:
8928167 8928171G / S RDLUnitParameter
7.74 7.82pH, 2:1 CaCl2 Extraction NApH Units
11 13Sulphate (2:1) 2µg/g
Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard
8928167-8928171 pH was determined on the 0.01M CaCl2 extract obtained from 2:1 leaching procedure (2 parts extraction fluid:1 part wet soil). Sulphate was determined on the DI water extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil).
Results relate only to the items tested and to all the items tested
DATE RECEIVED: 2017-11-22
Certificate of Analysis
ATTENTION TO: VIC NERSESIANCLIENT NAME: ALSTON ASSOCIATES
AGAT WORK ORDER: 17T287202
DATE REPORTED: 2017-11-29
PROJECT: CT2397.04
pH / Sulphate (Soil)
SAMPLED BY:SAMPLING SITE:
5835 COOPERS AVENUEMISSISSAUGA, ONTARIO
CANADA L4Z 1Y2TEL (905)712-5100FAX (905)712-5122
http://www.agatlabs.com
CERTIFICATE OF ANALYSIS (V1)
Certified By:Page 2 of 5
pH / Sulphate (Soil)
pH, 2:1 CaCl2 Extraction 8933480 7.90 7.92 0.3% NA 101% 90% 110% NA NA
Sulphate (2:1) 8928171 8928171 13 13 0.0% < 2 96% 70% 130% 101% 70% 130% 102% 70% 130%
Comments: NA signifies Not Applicable.
Certified By:
Results relate only to the items tested and to all the items tested
SAMPLING SITE: SAMPLED BY:
AGAT WORK ORDER: 17T287202
Dup #1 RPDMeasured
ValueRecovery Recovery
Quality Assurance
ATTENTION TO: VIC NERSESIAN
CLIENT NAME: ALSTON ASSOCIATES
PROJECT: CT2397.04
Soil Analysis
UpperLower
AcceptableLimits
BatchPARAMETERSample
IdDup #2
UpperLower
AcceptableLimits
UpperLower
AcceptableLimits
MATRIX SPIKEMETHOD BLANK SPIKEDUPLICATERPT Date: Nov 29, 2017 REFERENCE MATERIAL
MethodBlank
5835 COOPERS AVENUEMISSISSAUGA, ONTARIO
CANADA L4Z 1Y2TEL (905)712-5100FAX (905)712-5122
http://www.agatlabs.com
QUALITY ASSURANCE REPORT (V1) Page 3 of 5
AGAT Laboratories is accredited to ISO/IEC 17025 by the Canadian Association for Laboratory Accreditation Inc. (CALA) and/or Standards Council of Canada (SCC) for specific tests listed on the scope of accreditation. AGAT Laboratories (Mississauga) is also accredited by the Canadian Association for Laboratory Accreditation Inc. (CALA) for specific drinking water tests. Accreditations are location and parameter specific. A complete listing of parameters for each location is available from www.cala.ca and/or www.scc.ca. The tests in this report may not necessarily be included in the scope of accreditation.
Soil Analysis
pH, 2:1 CaCl2 Extraction INOR-93-6031 MSA part 3 & SM 4500-H+ B pH METER
Sulphate (2:1) INOR-93-6004 McKeague 4.12 & SM 4110 B ION CHROMATOGRAPH
Results relate only to the items tested and to all the items tested
SAMPLING SITE: SAMPLED BY:
AGAT WORK ORDER: 17T287202
Method Summary
ATTENTION TO: VIC NERSESIAN
CLIENT NAME: ALSTON ASSOCIATES
PROJECT: CT2397.04
AGAT S.O.P ANALYTICAL TECHNIQUELITERATURE REFERENCEPARAMETER
5835 COOPERS AVENUEMISSISSAUGA, ONTARIO
CANADA L4Z 1Y2TEL (905)712-5100FAX (905)712-5122
http://www.agatlabs.com
METHOD SUMMARY (V1) Page 4 of 5
Page 5 of 5
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