geotechnical investigation report - nery & inkerman ave

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

https://cambium-inc.com/

https://cambium-inc.com/

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


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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


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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.


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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.


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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


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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.


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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


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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


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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


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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


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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.


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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


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excavation and backfill procedures, deleterious soil removal, subgrade inspections and

compaction testing.


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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

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ED Test Pit Location

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10115-003

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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


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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


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

MW102-20



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


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

BH103-20



SAND: Brown sand, loose, moist


0

-1

-2

-3

-4

-5

-6

-7

GSA SS1:/*Gravel 3%/*Sand 77%/* Silt 13%/*Clay 7%


1 SS 45 2

0

1

2

3

4

5

6

7

755025


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

MW104-20



GRAVEL: Grey gravel, some sand, compact, moist



0

-1

-2

-3

-4

-5

-6

-7

GSA SS1:/*Gravel 56%/*Sand 31%/* Silt& Clay 13%


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


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

BH105-20


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


1 SS 20 500

1

2

3

4

5

6

7

755025


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

BH106-20


SANDY GRAVEL: Brown‐grey sandy gravel, compact, moist


0

-1

-2

-3

-4

-5

-6

-7


1 SS 20 50

0

1

2

3

4

5

6

7

755025


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

BH107-20


SANDY GRAVEL: Brown‐grey sandy gravel, compact, moist


0

-1

-2

-3

-4

-5

-6

-7


1 SS 10 50

0

1

2

3

4

5

6

7

755025


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

MW108-20



SANDY GRAVEL: Brown sandy gravel, compact, moist



0

-1

-2

-3

-4

-5

-6

-7


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


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

BH109-20


GRAVEL: Grey gravel, some sand, loose, moist


0

-1

-2

-3

-4

-5

-6

-7


1 SS ‐ 500

1

2

3

4

5

6

7

755025


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

BH110-20


GRAVEL: Grey gravel, some sand, loose, moist


0

-1

-2

-3

-4

-5

-6

-7


1 SS 10 500

1

2

3

4

5

6

7

755025


Contractor:


Solid Stem


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


Barrie

Peterborough

www.cambium-inc.com



Client:

T: 866-217-7900

OshawaKingston

Log of Borehole:

1 of 1

BH111-20



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%


1

2

SS

SS

‐

‐

18

50

0

1

2

3

4

5

6

7


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




-Sandy Gravel some Silt GM 10.000 1.550 0.000 -


MW 104-20 SS 1 0 m to 0.6 m 56 31 13


March 27, 2020

Location:


4.4

Description Cc

Project Name:

Project Number:

0 m to 0.6 m

FLC Group


10115-003

MW 104-20 SS 1

March 13, 2020

Depth:

Sampled By:

Client:


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)


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND GRAVEL









5.77Silty Sand some Gravel some Clay SM 0.3700 0.0620 0.0018 205.56


BH 111-20 SS 1 0 m to 0.6 m 13 54 33


March 27, 2020

Location:


18.2

Description Cc

Project Name:

Project Number:

0 m to 0.6 m

FLC Group


10115-003

BH 111-20 SS 1

March 16, 2020

Depth:

Sampled By:

Client:


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)


FINE MEDIUM


COARSE FINE COARSE

CLAYFINE

SAND GRAVEL






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

geotechnical investigation report - nery & inkerman ave

Documents