CAMBIUM INC.
866.217.7900
cambium-inc.com
Peterborough |Barrie | Oshawa | Kingston
Geotechnical
Investigation Report -
Nery & Inkerman Ave.,
Picton, Ontario
2020-09-08
Prepared for:
FLC Group
© Cambium 2020 Reference No.: 10115-003
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
FLC Group
Ref. No.: 10115-003
2020-09-08
Cambium Inc. Page i
Table of Contents
1.0 Introduction .......................................................................................................1
2.0 Methodology .....................................................................................................2
2.1 Borehole Investigation ................................................................................................. 2
2.2 Physical Laboratory Testing ........................................................................................ 3
3.0 Subsurface Conditions ....................................................................................4
3.1 Topsoil ......................................................................................................................... 4
3.2 Overburden ................................................................................................................. 4
3.3 Bedrock ....................................................................................................................... 4
3.4 Groundwater ................................................................................................................ 5
4.0 Geotechnical Recommendations ....................................................................6
4.1 Site Preparation ........................................................................................................... 6
4.2 Excavations ................................................................................................................. 6
4.3 Dewatering .................................................................................................................. 7
4.4 Backfill and Compaction .............................................................................................. 7
4.5 Foundation Design ...................................................................................................... 8
4.6 Frost Penetration ......................................................................................................... 8
4.7 Buried Utilities ............................................................................................................. 9
4.8 Subdrainage ................................................................................................................ 9
4.9 Slabs on Grade ........................................................................................................... 9
4.10 Lateral Earth Pressures ............................................................................................. 10
4.11 Pavement Design ...................................................................................................... 10
4.12 Design Review and Inspections ................................................................................ 11
5.0 Closing ........................................................................................................... 13
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
FLC Group
Ref. No.: 10115-003
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Cambium Inc. Page ii
List of Appended Figures
Figure 1 Site Plan
List of Inserted Tables
Table 1 Particle Size Distribution Results .......................................................................... 4
Table 2 Summary Table – Borehole & Bedrock Elevations ............................................... 5
Table 3 Recommended Minimum Pavement Structure ................................................... 11
List of APPENDICES
Appendix A Borehole Logs
Appendix B Physical Lab Results
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
FLC Group
Ref. No.: 10115-003
2020-09-08
Cambium Inc. Page 1
1.0 Introduction
Cambium Inc. (Cambium) was retained by FLC Group (Client) to complete a geotechnical
investigation in support of the design and construction of the proposed residential development
located around Nery Avenue and Inkerman Avenue in Picton, Ontario (Site). Cambium
understands the development consists of a total of 560 units including 462 three-storey
stacked units and 98 townhomes with private laneways and parking areas.
The area to be developed currently contains 38 single and semi-detached dwellings which are
proposed to be demolished. The Site is bounded to the west residential properties; to the
north, east by conservation lands, and south by agricultural land. The geotechnical
investigation was required to confirm the existing subsurface soil conditions, groundwater
conditions, bearing capacity, and bedrock depth as input into the design and construction of
the proposed development. A Site Plan, including borehole locations, is included as Figure 1 of
this report.
This report presents the methodology and findings of the geotechnical investigation at the Site
and addresses requirements and constraints for the design and construction of the proposed
residential development.
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
FLC Group
Ref. No.: 10115-003
2020-09-08
Cambium Inc. Page 2
2.0 Methodology
2.1 Borehole Investigation
A borehole investigation was conducted on March 13, 2020 to assess subsurface conditions at
the Site. Eight boreholes and three monitoring wells, designated as boreholes BH101-20,
BH103-20, BH105-20 through BH107-19, BH109-20 through BH111-20 and monitoring wells
MW102-20, MW104-20, and MW108-20, were advanced throughout the Site. The boreholes
extended to termination depths on bedrock ranging from 0.15 meters below ground surface
(mbgs) to 1.47 mbgs. The three monitoring wells were advanced into the bedrock to depths
between 6.09 mbgs to 6.34 mbgs. GPS coordinates of each borehole and monitoring well were
obtained using a handheld GPS device. Borehole were survey using real-time kinematic (RTK)
surveying equipment systems, the borehole were referenced locally to the top nut of two fire
hydrant and set to 149.14m rel and148.45m rel, A site plan and borehole location map is
shown in Figure 1.
Drilling and sampling was completed using both a track-mounted drill rig operating under the
supervision of a Cambium technician. The boreholes were advanced to the sampling depths
by means of continuous flight solid and hollow stem augers and 50 mm O.D. split spoon
samplers. Monitoring wells were advanced into bedrock via pneumatic air hammer. Standard
Penetration Test (SPT) N values were recorded for the sampled intervals as the number of
blows required to drive a split spoon sampler 305 mm in to the soil, using a 63.5 kg drop
hammer falling 750 mm, as per ASTM D1586 procedures. The SPT N values are used in this
report to assess consistency of cohesive soils and relative density of non-cohesive soils.
Borehole and monitoring well samples were inspected and logged in the field using visual and
tactile methods. Soil samples were placed in labelled plastic containers for transport, review,
potential laboratory testing, and temporary storage. Open boreholes were checked for
groundwater and stability prior to backfilling and were backfilled in accordance with O.Reg.
903, as amended.
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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Borehole logs are provided in Appendix A. Site soil and groundwater conditions are described
and geotechnical recommendations are discussed in the following sections of this report.
2.2 Physical Laboratory Testing
Physical laboratory testing was completed on three selected soil samples to confirm textural
classification and to assess geotechnical parameters. The results are summarized in Section 3
and included in Appendix B.
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3.0 Subsurface Conditions
The subsurface conditions are fairly consistent across the Site. Across the Site, there was
approximately 75 mm to 150 mm of topsoil. The soils beneath the topsoil ranged in texture
from sand to gravel with varying amounts of silt and clay. Bedrock was encountered in all
boreholes 0.15 mbgs to 1.47 mbgs. The soil units are described in detail below.
3.1 Topsoil
The majority of the Site area is covered with landscaping grasses or forest. Topsoil thickness
ranges from 75 mm to 150 mm across the boreholes. Assessments of organic matter content
or other topsoil quality tests were beyond the scope of this study.
3.2 Overburden
The overburden soils were typically sand or gravel soils with varying amounts of silt and clay.
Field moisture content of all samples was observed to be moist to wet with accompanying
laboratory analysis identifying moisture content between 4.4% and 25.4%. SPT N values for
the sand materials generally ranged from 2 to 49 blows per 305 mm of penetration indicating a
loose to very dense relative density. High blow counts, exceeding 50 blows per 150 mm of
penetration, were present and are expected to be a result of gravel in the split spoon.
Grain size analysis was completed on six samples of the sand and the results are summarized
in Table 1.
Table 1 Particle Size Distribution Results
Borehole Depth (m) Soil % Gravel % Sand % Silt % Clay
BH103-20 SS1 0.0 – 0.6 Sand 3 77 13 7
MW104-20 SS1 0.0 – 0.6 Sandy Gravel 56 31 13
MW108-20 SS1 0.0 – 0.6 Silty Sand 13 54 23 10
3.3 Bedrock
Bedrock was encountered in all boreholes at depths ranging from 0.15 mbgs to 1.47 mbgs.
Cambium estimates the top 300 mm of bedrock to be highly weathered based on auger
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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Ref. No.: 10115-003
2020-09-08
Cambium Inc. Page 5
advancement through gravel-like material prior to refusal. Bedrock elevations are summarized
in Table 2.
Table 2 Summary Table – Borehole & Bedrock Elevations
Borehole Borehole Elevation (m rel) Bedrock Depth (mbgs) Bedrock Elevation (m rel)
BH101-20 148.55 0.75 147.8
MW102-20 145.56 0.75 144.81
BH103-20 148.23 0.75 147.48
MW104-20 146.89 0.58 146.31
BH105-20 149.19 0.15 149.04
BH106-20 148.33 0.60 147.73
BH107-20 146.80 0.31 146.49
MW108-20 147.12 0.60 146.52
BH109-20 146.41 0.20 146.21
BH110-20 146.20 0.20 146
BH111-20 145.99 1.49 144.5
3.4 Groundwater
Groundwater was encountered in the bedrock between depths of 1.0 mbgs to 4.6 mbgs. It
should be noted that soil moisture and groundwater levels at the Site may fluctuate seasonally
and in response to climatic events.
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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Ref. No.: 10115-003
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4.0 Geotechnical Recommendations
The following recommendations are based on borehole information and are intended to assist
designers. Recommendations should not be construed as providing instructions to contractors,
who should form their own opinions about site conditions. It is possible that subsurface
conditions beyond the borehole locations may vary from those observed. If significant
variations are found before or during construction, Cambium should be contacted so that we
can reassess our findings, if necessary.
4.1 Site Preparation
The existing topsoil and any soils identified with significant organic content at the Site should
be excavated and removed from beneath any areas of the Site to be developed. A qualified
geotechnical engineer should inspect the exposed subgrade prior to placement of granular fill.
Any loose/soft soils identified at the time of inspection that are unable to uniformly be
compacted should be sub-excavated and removed. The excavations created through the
removal of these materials should be backfilled with approved engineered fill consistent with
the recommendations provided below.
4.2 Excavations
Temporary excavations must be carried out in accordance with the latest edition of the
Occupational Health and Safety Act (OHSA). Overburden soils at the site above the water
table can be considered to be Type 3 soils, as such excavation side slopes should be no
steeper than 1H:1V or have shoring. Below the water table soils at the site would be
considered as Type 4 soils and would require side slopes of no steeper than 3H:1V or shoring.
It is anticipated the top 300 mm of bedrock can be removed with an excavator. Excavation
beyond the top 300 mm of bedrock will likely require hoe-ramming or blasting. Shallow (less
than 2 m), temporary excavations into bedrock may have vertical side slopes.
Excavation side slopes should be protected from exposure to precipitation and associated
ground surface runoff and should be inspected regularly for signs of instability. If localized
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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2020-09-08
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instability is noted during excavation or if wet conditions are encountered, the side slopes
should be flattened as required to maintain safe working conditions or the excavation sidewalls
must be fully supported (shored).
4.3 Dewatering
Groundwater was encountered in the bedrock. Any perched groundwater or minor infiltration of
groundwater will be controllable as per the following recommendations. Groundwater seepage
during buried service installation is anticipated and, if encountered (either perched or seasonal
groundwater), should be controllable with filtered sumps and pumps within the excavations. If
excavations for services are completed into the bedrock to depths significantly below 3 m or
completed in seasonally wet conditions, a Permit to Take Water (PTTW) or registration in the
Environmental Activity and Sector Registry (EASR) through the Ministry of the Environment,
Conservation, and Parks (MECP) may be required and is dependent upon service installation
depth as pumping rates may exceed 50,000 L/day.
It is noted that the elevation of the groundwater table will vary due to seasonal conditions and
in response to heavy precipitation events.
4.4 Backfill and Compaction
The excavated inorganic sand and gravel soils below the surficial topsoil from the Site may be
appropriate for use as engineered fill, provided that the actual or adjusted moisture content at
the time of construction is within a range that permits compaction to required densities. Some
moisture content adjustments may be required depending upon seasonal conditions.
Geotechnical inspections and testing of engineered fill are required to confirm acceptable
quality.
Excavated bedrock may be used as engineered fill provided the material is well graded and
particles greater than 300 mm in any one direction are removed from the material prior to
placement.
Foundation wall backfill may consist of either medium- to coarse-grained sand and gravel soils
from Site or imported, free-draining granular fill. Any engineered fill for foundations should be
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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2020-09-08
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placed in maximum 300 mm thick lifts and should be compacted to a minimum of 100% of
standard Proctor maximum dry density (SPMDD). If engineered fill is being placed for general
site backfill and grading then compaction to 98% of SPMDD is applicable. In the event that
conditions are wet at the time of construction, compaction of granular fill may not be possible
and 19 mm diameter crushed clear stone wrapped in a geotextile filter fabric (Terrafix 270R or
equivalent) should be used in place of engineered fill when placed atop native fine grained
soils.
Placement of engineered fill should be verified by onsite compaction testing during
construction.
4.5 Foundation Design
Assuming that the Site is prepared as outlined above, all conventional strip and spread
footings should be set on clean, competent limestone bedrock. The clean, competent
limestone bedrock can be designed for an allowable bearing capacity of 900 kPa at ultimate
limit state (ULS).
Foundations may also be founded on OPSS 1010 Granular B Type 2 extending to clean,
competent limestone bedrock and compacted in lifts maximum 300 mm thick to 100% of
SPMDD. Granular B Type 2 material placed beneath the footing must have an overbuild
beyond the footing equal to the depth of the excavation to ensure a 1H:1V ratio. The
compacted Granular B may be designed for an allowable bearing capacity of 200 kPa at SLS
and 300 kPa at ULS.
Settlement potential at the above-noted SLS loadings on native soil is less than 25 mm and
differential settlement should be less than 10 mm.
4.6 Frost Penetration
Based on climate data and design charts, the maximum frost penetration at the Site is
estimated at 1.2 m. Given footings for some of the proposed structures may be placed on
bedrock at depths less than 1.2 m, footings must be adequately protected with appropriate
insulation. It is assumed that the pavement structure thickness will be less than 1.2 m, so
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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grading and drainage are important for good pavement performance and life expectancy. The
construction of any underground services should be located below this depth or be
appropriately insulated.
4.7 Buried Utilities
Trench excavations should generally consider bedrock conditions and shall be excavated as
per the recommendations in Section 4.2. If encountered, groundwater should be controllable
using filtered sumps and pumps within the excavations.
The bedding and cover material for any services should consist of OPSS 1010-3 Granular A
and placed in accordance with pertinent Ontario Provincial Standard Drawings (OPSD
802.013). The bedding and cover material shall be placed in maximum 200 mm thick lifts and
should be compacted to at least 98% of SPMDD. The cover material shall be a minimum of
300 mm over the top of the pipe and compacted to 95% of SPMDD, taking care not to damage
the utility pipes during compaction. If groundwater is present during placement of bedding
material for utilities, then 19 mm crushed clear stone shall be used in place of granular material
to ensure adequate compaction under wet conditions.
4.8 Subdrainage
Groundwater seepage was encountered in the boreholes at the time of investigation at depths
that could influence full-depth basements. It should be noted that groundwater levels are
affected by seasonal climatic conditions, as such, groundwater levels are expected to be at
higher levels during seasonally wet periods. As such, geotextile wrapped perforated pipe
subdrains set in a trench of clear stone and connected to a sump or other frost-free positive
outlet are recommended around all footings and underneath any basement floor slabs.
4.9 Slabs on Grade
Inorganic native soils at the Site are considered competent to support floor slab loads. To
create a stable working surface and to distribute loadings, all slabs-on-grade should be
constructed on a minimum of 200 mm of OPSS 1010 Granular A compacted to 100% of
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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2020-09-08
Cambium Inc. Page 10
SPMDD. Additional engineered fill to raise grades beneath the Granular A as required shall be
placed and compacted to 100% of SPMDD. Following the recommendations outlined in this
report, slabs on grade can be designed for an allowable bearing capacity of 100 kPa at SLS.
4.10 Lateral Earth Pressures
Lateral earth pressure coefficients (K) for foundation and retaining wall design are provided
below. It is assumed that potential lateral loads will result from cohesionless, frictional
materials, such as granular backfill.
Ko (at rest) 0.42
Ka (active) 0.27
Kp (passive) 3.7
The following formula may be used to calculate active lateral thrust (Pa) on yielding retaining
structures;
Pa= (H/2)(Ka)(γH+2q)
where,
H = Height of retaining structure (m)
γ= unit weight of retained soil (kN/m3)
q = surcharge (kPa)
A unit weight of 22 kN/m3 should be assumed for compacted granular backfill loadings.
4.11 Pavement Design
The performance of the pavement is dependent upon proper subgrade preparation. All topsoil
and organic materials should be removed down to native material or onsite fill and backfilled
with approved engineered fill or site material, compacted to 98% of SPMDD. The subgrade
should be proof rolled and inspected by a Geotechnical Engineer. Any areas where rutting or
appreciable deflection is noted should be sub-excavated and replaced with suitable fill. The fill
should be compacted to at least 98% of SPMDD.
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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2020-09-08
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The recommended minimum pavement structure design has been developed for two (2) traffic
loading scenarios; light duty and heavy duty. The heavy duty design is appropriate for areas
where heavy traffic or emergency vehicles are anticipated while the light duty design is
appropriate for areas where normal light-duty vehicle traffic is anticipated, such as parking
areas. The recommended minimum pavement structure is provided in Table 3.
Table 3 Recommended Minimum Pavement Structure
Pavement Layer Parking Areas Driveways/Emergency Routes
Surface Course Asphalt 50 mm HL3 or HL4 40 mm HL3 or HL4
Binder Course Asphalt - 50 mm HL8
Granular Base 150 mm OPSS 1010 Granular A 150 mm OPSS 1010 Granular A
Granular Subbase 300 mm OPSS 1010 Granular B Type 2 350 mm OPSS 1010 Granular B Type 2
Material and thickness substitutions must be approved by the Design Engineer. The thickness
of the subbase layer could be increased at the discretion of the Engineer, to accommodate site
conditions at the time of construction, including soft or weak subgrade soil replacement.
Compaction of the subgrade should be verified by the Engineer prior to placing the granular fill.
Granular layers should be placed in no more than 300 mm thick lifts and compacted to at least
98% of SPMDD (ASTM D698) standard. The granular materials specified should conform to
OPSS standards, as confirmed by appropriate materials testing.
The final asphalt surface should be sloped at a minimum of 2% to shed runoff. Abutting
pavements should be sawcut to provide clean vertical joints with new pavement areas.
4.12 Design Review and Inspections
Cambium should be retained to complete testing and inspections during construction
operations to examine and approve subgrade conditions, placement and compaction of fill
materials, granular base courses, and asphaltic concrete.
We should be contacted to review and approve design drawings, prior to tendering or
commencing construction, to ensure that all pertinent geotechnical-related factors have been
addressed. It is important that onsite geotechnical supervision be provided at this site for
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
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2020-09-08
Cambium Inc. Page 12
excavation and backfill procedures, deleterious soil removal, subgrade inspections and
compaction testing.
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
FLC Group
Ref. No.: 10115-003
2020-05-08
Cambium Inc.
Appended Figures
P.O. Box 325, 52 Hunter Street EastPeterborough, Ontario, K9H 1G5
Tel: (705) 742.7900 Fax: (705) 742.7907www.cambium-inc.com
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TP101-20
TP106-20
MW104-20
TP111-20TP110-20
TP109-20
TP108-20
TP112-20
TP114-20
TP113-20
TP116-20
TP117-20
TP115-20
TP105-20
TP107-20
TP118-20
TP123-20
TP124-20
TP126-20
TP121-20
TP122-20
TP120-20
TP119-20
TP127-20
TP125-20
TP128-20
BH109-20
TP130-20TP134-20
BH110-20
BH111-20
TP133-20
TP103-20
TP104-20
TP131-20 TP132-20
TP129-20MW108-20
BH107-20
BH106-20
BH105-20
MW102-20
BH103-20
BH101-20TP102-20
April 2020
1:3,500
Figure:Created by: Checked by:
Date:Project No.:
Scale: Projection:
NAD 1983 UTM Zone 18N
º
0 20 40 60 80 100
m
@A Borehole Locaiton
@A Monitoring Well Location
ED Test Pit Location
Site (approximate)
LEGEND
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BOREHOLE ANDTEST PIT LOCATION PLAN
Notes:
- The site is approximate and was obtained from the Prince Edward Countyonline GIS.- Base mapping features are © Queen's Printer of Ontario, 2019 (this doesnot constitute an endorsement by the Ministry of Natural Resources or theOntario Government).- Distances on this plan are in metres and can be converted to feet bydividing by 0.3048.- Cambium Inc. makes every effort to ensure this map is free from errors butcannot be held responsible for any damages due to error or omissions. Thismap should not be used for navigation or legal purposes. It is intended forgeneral reference use only.
GEOTECHNICAL
GEOTECHNICAL GEOTECHNICAL
GEOTECHNICAL
INVESTIGATION
INVESTIGATIONINVESTIGATION
INVESTIGATION
FLC GROUP
Inkerman and Nery Avenue Subdivision,
Prince Edward County, Ontario
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
FLC Group
Ref. No.: 10115-003
2020-05-08
Cambium Inc.
Appendix A
Borehole Logs
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH101-20
Logged By: J. Neill M. SmitInput By:
TOPSOIL: 100 mm topsoil
SAND: Brown sand, organics, loose, wet
Borehole terminated at 0.75 mbgs upon auger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
Borehole open and dry upon completion
1 SS 20 6
0
1
2
3
4
5
6
7
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
MW102-20
Logged By: J. Neill M. SmitInput By:
TOPSOIL: 150 mm topsoil
SANDY GRAVEL: Brown sandy gravel, trace silt, loose, moist
BEDROCK: Limestone bedrock
Monitoring well terminated at 6.34 mbgs in bedrock
0
-1
-2
-3
-4
-5
-6
-7
Water level at upon completion
1 SS 20 50
0
1
2
3
4
5
6
7
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH103-20
Logged By: J. Neill M. SmitInput By:
TOPSOIL: 75 mm topsoil
SAND: Brown sand, loose, moist
Borehole terminated at 0.75 mbgs upon auger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
GSA SS1:/*Gravel 3%/*Sand 77%/* Silt 13%/*Clay 7%
Borehole open and dry upon completion
1 SS 45 2
0
1
2
3
4
5
6
7
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
MW104-20
Logged By: J. Neill M. SmitInput By:
TOPSOIL: 75 mm topsoil
GRAVEL: Grey gravel, some sand, compact, moist
BEDROCK: Limestone bedrock
Monitoring well terminated at 6.09 mbgs in bedrock
0
-1
-2
-3
-4
-5
-6
-7
GSA SS1:/*Gravel 56%/*Sand 31%/* Silt& Clay 13%
Water level at upon completion
1 SS 35 50
0
1
2
3
4
5
6
7
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH105-20
Logged By: J. Neill M. SmitInput By:
SANDY GRAVEL: Grey sandy gravel, compact, moist
Borehole terminted at 0.15 mbgs uponauger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
Borehole open and dry upon completion
1 SS 20 500
1
2
3
4
5
6
7
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH106-20
Logged By: J. Neill M. SmitInput By:
SANDY GRAVEL: Brown‐grey sandy gravel, compact, moist
Borehole terminated at 0.60 mbgs upon auger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
Borehole open and dry upon completion
1 SS 20 50
0
1
2
3
4
5
6
7
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH107-20
Logged By: J. Neill M. SmitInput By:
SANDY GRAVEL: Brown‐grey sandy gravel, compact, moist
Borehole terminated at 0.31 mbgs upon auger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
Borehole open and dry upon completion
1 SS 10 50
0
1
2
3
4
5
6
7
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
MW108-20
Logged By: J. Neill M. SmitInput By:
TOPSOIL: 125 mm topsoil
SANDY GRAVEL: Brown sandy gravel, compact, moist
BEDROCK: Limestone bedrock
Monitoring well terminated at 6.09 mbgs in bedrock
0
-1
-2
-3
-4
-5
-6
-7
Water level at upon completion
1 SS 25 49
0
1
2
3
4
5
6
7
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
Monument
Backfill
Bentonite Plug
PVC Riser
Sand Pack
PVC Screen
Cap
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH109-20
Logged By: J. Neill M. SmitInput By:
GRAVEL: Grey gravel, some sand, loose, moist
Borehole terminated at 0.20 mbgs upon auger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
Borehole open and dry upon completion
1 SS ‐ 500
1
2
3
4
5
6
7
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH110-20
Logged By: J. Neill M. SmitInput By:
GRAVEL: Grey gravel, some sand, loose, moist
Borehole terminated at 0.20 mbgs upon auger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
Borehole open and dry upon completion
1 SS 10 500
1
2
3
4
5
6
7
755025
SUBSURFACE PROFILE SAMPLE
Contractor:
Location: Elevation:
Solid Stem
Nery & Inkerman Ave., Picton, Ontario
Date Completed:
UTM:
Project No.:
Mar. 13, 2020
10115-003
Method:
Page
20 6040 80Ele
vatio
n
(m)
Dep
th
Lith
olog
y
Description
Num
ber
Typ
e
% R
ecov
ery
SP
T (
N)
SP
T (
N)
% M
oist
ure
Canadian Envionmental Drilling and Contractors
Barrie
Peterborough
www.cambium-inc.com
FLC Group Nery & Inkerman Ave. Geotech. Inv.Project Name:
RemarksInstallationWell
Client:
T: 866-217-7900
OshawaKingston
Log of Borehole:
1 of 1
BH111-20
Logged By: J. Neill M. SmitInput By:
TOPSOIL: 75 mm topsoil
SILT: Brown silt, some gravel, some sand, compact, moist
Borehole terminated at 1.5 mbgs uponauger refusal on presumed bedrock
0
-1
-2
-3
-4
-5
-6
-7
GSA SS1:/*Gravel 13%/*Sand 54%/* Silt23%/*Clay 10%
Borehole open and dry upon completion
1
2
SS
SS
‐
‐
18
50
0
1
2
3
4
5
6
7
Geotechnical Investigation Report - Nery & Inkerman Ave., Picton, Ontario
FLC Group
Ref. No.: 10115-003
2020-05-08
Cambium Inc.
Appendix B
Physical Lab Results
Grain Size Distribution Chart
Jewel Neill - Cambium Inc.
Issued By: Date Issued:
10.20Sand some Silt trace Clay trace Gravel SM 0.2550 0.1300 0.0065 39.23
Classification D60 D30 D10 Cu
BH 103-20 SS 1 0 m to 0.6 m 3 77 20
(Senior Project Manager)
March 27, 2020
Location:
Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture
25.4
Description Cc
Project Name:
Project Number:
0 m to 0.6 m
FLC Group
Geotechnical Investigation - Nery and Inkerman Avenue, Picton ON
10115-003
BH 103-20 SS 1
March 13, 2020
Depth:
Sampled By:
Client:
Lab Sample No: S-20-0180
Sample Date:
0
10
20
30
40
50
60
70
80
90
1000
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P
ER
CE
NT
R
ET
AIN
ED
PE
RC
EN
T P
AS
SIN
G
DIAMETER (mm)
CLAY & SILT (<0.075 mm)SAND (<4.75 mm to 0.075 mm) GRAVEL (>4.75 mm)
FINE MEDIUM
UNIFIED SOIL CLASSIFICATION SYSTEM
COARSE FINE COARSE
CLAYFINE
SAND GRAVEL
BOULDERSSILTMEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory)
866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Grain Size Distribution Chart
Jewel Neill - Cambium Inc.
Issued By: Date Issued:
-Sandy Gravel some Silt GM 10.000 1.550 0.000 -
Classification D60 D30 D10 Cu
MW 104-20 SS 1 0 m to 0.6 m 56 31 13
(Senior Project Manager)
March 27, 2020
Location:
Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture
4.4
Description Cc
Project Name:
Project Number:
0 m to 0.6 m
FLC Group
Geotechnical Investigation - Nery and Inkerman Avenue, Picton ON
10115-003
MW 104-20 SS 1
March 13, 2020
Depth:
Sampled By:
Client:
Lab Sample No: S-20-0179
Sample Date:
0
10
20
30
40
50
60
70
80
90
1000
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P
ER
CE
NT
R
ET
AIN
ED
PE
RC
EN
T P
AS
SIN
G
DIAMETER (mm)
CLAY & SILT (<0.075 mm)SAND (<4.75 mm to 0.075 mm) GRAVEL (>4.75 mm)
FINE MEDIUM
UNIFIED SOIL CLASSIFICATION SYSTEM
COARSE FINE COARSE
CLAYFINE
SAND GRAVEL
BOULDERSSILTMEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory)
866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Grain Size Distribution Chart
Jewel Neill - Cambium Inc.
Issued By: Date Issued:
5.77Silty Sand some Gravel some Clay SM 0.3700 0.0620 0.0018 205.56
Classification D60 D30 D10 Cu
BH 111-20 SS 1 0 m to 0.6 m 13 54 33
(Senior Project Manager)
March 27, 2020
Location:
Borehole No. Sample No. Depth Gravel Sand Silt Clay Moisture
18.2
Description Cc
Project Name:
Project Number:
0 m to 0.6 m
FLC Group
Geotechnical Investigation - Nery and Inkerman Avenue, Picton ON
10115-003
BH 111-20 SS 1
March 16, 2020
Depth:
Sampled By:
Client:
Lab Sample No: S-20-0178
Sample Date:
0
10
20
30
40
50
60
70
80
90
1000
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100P
ER
CE
NT
R
ET
AIN
ED
PE
RC
EN
T P
AS
SIN
G
DIAMETER (mm)
CLAY & SILT (<0.075 mm)SAND (<4.75 mm to 0.075 mm) GRAVEL (>4.75 mm)
FINE MEDIUM
UNIFIED SOIL CLASSIFICATION SYSTEM
COARSE FINE COARSE
CLAYFINE
SAND GRAVEL
BOULDERSSILTMEDIUM COARSE FINE MEDIUM COARSE
MIT SOIL CLASSIFICATION SYSTEM
Cambium Inc. (Laboratory)
866.217.7900 | cambium-inc.com
701 The Queensway | Units 5-6 | Peterborough | ON | K9J 7J6 Form: L6V.2 - Grad.Hydo
Project Number: 10115-003 Lab Number: S-20-0177 Project Name: Geotechnical Investigation - Nery and Inkerman Avenue, Picton
ON
Date Tested: 2020-03-20
Client: FLC Group Tested By: K. Dickson Date Taken: 2020-03-13
1 – Contains organics 6 – Very moist – near optimum moisture content
2 – Contains rubble 7 – Moist – below optimum moisture
3 – Hydrocarbon Odour 8 – Dry – dry texture – powdery
4 – Unknown Chemical Odour 9 – Very small – caution may not be representative
5 – Saturated – free water visible 10 – Hold sample for gradation analysis
Moisture Content
Borehole Number Sample Number Sample Depth (m) Water Weight (g) Water Content (%) Additional Observations
101 1 0.00-2.00 39.0 23.7
103 1 0.00-2.00 75.5 25.4
104 1 0.00-2.00 19.6 4.4
106 1 0.00-2.00 8.0 5.1
108 1 0.00-2.00 13.3 6.5
111 1 0.00-2.00 62.7 18.2