geotechnical report - amazon web services

Submitted To:

10451355 Canada Ltd.

141 Main Street, Unit 203

Picton, ON

K0K 2T0

May 15, 2020

AG File No: 19519-1

Final Preliminary Geotechnical

Investigations Report

Talbot on the Trail Subdivision

10451355 Canada Limited

1-50 Grant Timmins Drive

Kingston, Ontario

K7M 8N2

Tel: (343) 266-0002

Fax: (343) 266-0028

Ainley Project No. 19519-1 May 15, 2020 Talbot on the Trail Subdivision Final Preliminary Geotechnical Investigation Report

i

TABLE OF CONTENTS PAGE NO.

1.0 INTRODUCTION .............................................................................................................. 1 2.0 SITE DESCRIPTION ........................................................................................................ 1 3.0 FIELDWORK / METHODOLOGY .................................................................................... 1 4.0 RESULTS OF THE INVESTIGATION ............................................................................. 2

4.1 Sub-Surface Conditions and Laboratory Analysis ........................................... 2 5.0 DISCUSSION AND RECOMMENDATIONS ................................................................... 4

5.2 Slabs-on-Grade ..................................................................................................... 5

5.3 Groundwater Control/Subsurface Drainage ..................................................... 6

5.4 Excavations ........................................................................................................... 6 5.5 Seismic Classification .......................................................................................... 6

5.6 Suitability of Material ............................................................................................ 6 5.7 Utility Trenches ..................................................................................................... 7

5.8 Pavement Design ................................................................................................. 7 5.9 Site Inspections ..................................................................................................... 8

6.0 CLOSURE ........................................................................................................................ 8

Figure No. 1 - Development Preferred Option

Figure No. 1 - Site and Borehole Location Plan

Appendix A - Borehole Logs

Appendix B - Soil Reports


Page 1

1.0 INTRODUCTION

Ainley Group (Ainley) was retained by 10451355 Canada Ltd. to carry out geotechnical

consulting services for the proposed Talbot on the Trail Subdivision located in Picton, Ontario.

The objectives of the assignment were:

To conduct a geotechnical site investigation, soil sampling and testing within the subject

site in accordance with the received agreement.

To prepare a geotechnical report and recommendations based on the information

obtained during the geotechnical site investigation completed in order to advance the

preliminary design and construction of the overall project.

Based on the information provided to our office it is understood that the Talbot on the Trail

Subdivision is to consist of the following key components:

1 Single-Detached Homes

55 Front Loaded Townhouses

96 Townhouses (Back-to-Back)

138 Stacked Townhouses

1 Pump Station

All townhouses, back-to-back townhouses, and stacked townhouses are to have an

approximate 7 m x 10 m footprint. Townhouses are based on an underground or half level down

parking approach to avoid large surface parking lots. The subject site with the preferred

development option is demonstrated in Figure No. 1 attached to this report.

2.0 SITE DESCRIPTION

The site is located on Talbot Street, Picton, Ontario. The project area is bound by Talbot Street

to the south, the Millennium Trail and Terra Vista Landscaping to the west, Jasper Avenue

Subdivision to the north and residential lots to the east. The property is approximately 8.6

hectares. The majority of the property is a farm field with a treed area at the back of the lot. The

overall existing site grade is generally sloped towards the north.

3.0 FIELDWORK / METHODOLOGY

The field program consisted of the advancement of a total of eight (8) boreholes throughout the

proposed project area. The boreholes were advanced by means of a track mounted CME-55

drill rig equipped for soil sampling. The boreholes were advanced to depths ranging from 3.0 m

to 7.50 m below existing site grades. The boreholes were advanced on February 18 – 19, 2020

under the constant supervision of a member of Ainley Group’s geotechnical team. Upon


Page 2

completion, all borehole locations were reinstated to match existing grade by backfilling with

native soils as required. Prior to commencing the geotechnical investigation program, Ainley

Group contacted local utility companies in order to obtain clearances for all underground

services in the immediate area of the proposed field program. A Site & Borehole Location Plan

is attached to this report as Figure No. 2.

Split spoon sampling procedures were performed at borehole locations to determine the

penetration resistance (in terms of N values, Standard Penetration Index) of the existing

subsoils. The values obtained may be correlated to the relative density of non-cohesive

materials and consistency of cohesive soils. Environmental analysis of the property was not

included within the project scope. Three (3) monitoring wells were installed for the purposes of

measuring groundwater levels.

The location and ground surface elevations at each respective borehole was surveyed using a

Sokkia GSR 2700 ISX GPS with real time sub-centimeter accuracy, and referenced to the UTM

geodetic coordinate system.

4.0 RESULTS OF THE INVESTIGATION

4.1 Sub-Surface Conditions and Laboratory Analysis

Full details of the subsurface conditions encountered at the borehole locations are presented on

the individual borehole logs included in Appendix A. It is emphasized however, that the soil

types, their sequence, thickness and physical properties may vary between borehole locations

and samples both vertically and horizontally.

Representative samples of the subsoil materials encountered within the boreholes were

collected and returned to our office for further visual review by an engineer having experience

with soil classification and identification; however soil samples were not submitted for further

laboratory analysis due to the shallow overburden condition encountered onsite.

The subsoil conditions encountered throughout the site generally consisted of the following:

Topsoil

A surficial layer of silty sand some clay and rootlets topsoil was encountered within all boreholes

advanced within the project. The topsoil thickness ranged between 50 mm to 250 mm.

Silty Sand

Brown silty sand, some clay was encountered beneath the surficial topsoil layer in all boreholes.

This layer extended to depths ranging between 0.80 m and 1.50 m below existing grades and

was found to be in a loose becoming compact state with depth.


Page 3

Silt

Brown silt was encountered beneath the silty sand layer in BH3, BH4, BH5 and BH8. This layer

was encountered at depths ranging between 0.80 m to 1.75 m and extended to depths ranging

between 1.50 m and 3.00 m below existing grades. The silt was found to be in a compact state

except in BH4 where it was found to be loose. BH3 was terminated within the silt layer at a

depth of 3.00 m below existing site grades.

Grain size distribution analysis performed on a sample of the silt material obtained from BH8

indicated that the material may be classified as silt with clay and sand having a Medium

Susceptibility to Frost Heave (MSFH). The moisture content was determined to be 16.9% at the

time of the field investigation.

Till

Brown glacial till was encountered beneath the silty sand or silt layer in all boreholes, except

BH3. This layer was encountered at depths ranging between 0.80 m to 2.10 m. All boreholes

where till was encountered were terminated within the dense glacial till deposit at depths

ranging between 4.50 m and 7.50 m below existing grades. The till was found to be compact

becoming dense and grey with depth.

Grain size distribution analysis was performed on four (4) samples of the glacial till obtained

throughout the site. Results indicated that the material may be classified as sand with silt, some

clay, trace of gravel and cobbles having a Low Susceptibility to Frost Heave (LSFH). The

moisture content was determined to range between 8.4% to 9.2% at the time of the field

investigation.

Groundwater

Groundwater infiltration and or surface water was encountered at all borehole locations, except

for BH6, during the borehole investigation. Surface water was encountered at BH4.

Groundwater water encountered at depths (elevations) ranging between 0.05 m – 3.90 m (96.81

m – 101.60 m). Monitoring wells were installed at three (3) boreholes locations for the purpose

of confirming groundwater levels. The monitoring well table below shows monitoring well data

as recorded on February 19, 2020 and April 14, 2020.


Page 4

Monitoring Well Location and Data Table

MW/BH ID

Location Grade

Elevation

GW Elevation

Easting Northing 19/02/20 14/04/20

BH2/MW 326938.522 4875039.227 98.78 98.73 98.70

BH7/MW 327117.297 4875164.444 97.49 96.79 97.07

BH8/MW 327107.258 4875039.730 100.75 97.51 100.07

5.0 DISCUSSION AND RECOMMENDATIONS

It is our understanding that the purpose of the geotechnical assignment is to provide

recommendations based on the information obtained during the geotechnical site investigation

completed in order to advance the preliminary design and construction of the subject property.

Based on the site investigation observations, further review and/or investigations may be

necessary once final grading for the development has been established.

5.1 Foundations

Based on the subsoil and groundwater conditions encountered at the test locations and

considering them to be generally representative of the subsoil and groundwater conditions

across the site, the following recommendations and comments are offered to advance the

planning and detail design of the development.

The results of the investigation program revealed that there is one predominate founding layer

across the site suitable for the placement of the proposed foundations; namely the compact to

dense glacial till encountered in all boreholes with exception to BH3. The following

recommendations are offered to advance the detail design of the proposed development:

Conventional strip and spread footings may be designed to bear directly on the compact to

dense glacial till encountered at approximate depths (elevations) ranging from 0.8 m to 1.5 m

(97.61 m to 100.16 m) below existing site grades. The foundations may be designed using the

bearing capacity values of 75 KPa (SLS) or 125 KPa (ULS) with a geotechnical resistance factor

of 0.5.

In the vicinity of BH3, the glacial till layer was not encountered within the depth of the borehole.

For foundations in this vicinity, it is recommended to found on the stiff silt with clay layer

encountered at a depth (elevation) of 1.75 m (95.36 m). The foundations may be designed using

the bearing capacity values of 75 KPa (SLS) or 125 KPa (ULS) with a geotechnical resistance

factor of 0.5.


Page 5

Alternatively, foundations may be placed on properly constructed engineered fill built up from

the approved founding surface (till or silt with clay). Engineered fill should consist of granular

material approved by the engineer and compacted to 100% Standard Proctor Maximum Dry

Density (SPMDD). The engineered fill material should be placed in lifts compatible with the

compaction equipment used. A quality control technician should monitor the placement of the

engineered fill material and the compaction densities for each lift to ensure that proper

compaction efforts have been achieved. Foundations placed on properly constructed

engineered fill built up from the approved stiff silty clay bedrock surface may be designed using

the bearing capacity values of 75 kPa (SLS) or 125 kPa (ULS).

The bearing capacities noted are valid provided the footings are placed on undisturbed soils,

free of frost, topsoil and organic materials. Total and differential settlements for foundations

placed on the approved native soil or engineered fill under SLS pressure conditions should not

exceed 25 mm and 19 mm respectively.

All exterior footings for unheated structures must be protected by a minimum of 1.5 m of earth

cover or equivalent, and 1.2 m for heated structures in order to provide protection against

detrimental frost action. Alternatively, using insulation material placed over the concrete

foundation wall and below the slab base course could also be considered.

5.2 Slabs-on-Grade

Assuming the structures will include a basement level, normal slab-on-grade construction can

be carried out as follows:

a) Remove all overburden materials and surficial topsoil to expose the underlying glacial till or

stiff silt with clay.

b) Build up granular fill materials from the approved glacial till or silt with clay surface by

placing Granular ‘B’ Type II material in lifts suitable with the compaction equipment used to

achieve a minimum of 100% SPMDD. A capillary moisture barrier consisting of either 19

mm clear crushed stone or Granular ‘A’ is recommended at least 200 mm thick immediately

underlying the slab. The 200 mm thick Granular ‘A’ is also recommended for fine grading

purposes and to provide a uniform bearing surface for the concrete slab.

Under floor drains are not considered necessary providing the slab is set a minimum of 0.3 m

above finished exterior grades for structures without a basement. Due to the high groundwater

elevations encountered, it is recommended that perimeter and underfloor drains connected to a

suitable sump be provided for footings and basement slabs.


Page 6

5.3 Groundwater Control/Subsurface Drainage

Based on the observations made during the field investigation and our knowledge of the local

geologic conditions, significant groundwater infiltrations may be encountered within excavations,

however it should be noted that groundwater levels will fluctuate seasonally and also during

periods of drought and precipitation. Development areas within the site should be graded in the

early stages of construction to provide for positive runoff of all surface water. The pumping of

groundwater will be required during excavation of the shallow overburden. Contractors should

review the groundwater levels at the time of construction to ensure suitable dewatering

operations are in place to keep the groundwater level below the excavation during the

construction period.

5.4 Excavations

All excavations should be carried out in accordance with the provisions in the Occupational

Health and Safety Act. At the time of the field investigations the sub-soil materials encountered

across the site can be classified as follows:

The compact silty sand may be classified as Type 3 soil.

The glacial till and silt with clay may be classified as Type 2 soil.

Shallow excavations into the native soils are considered straightforward and conventional

excavation techniques and equipment appropriate.

5.5 Seismic Classification

Based upon the subsoil information obtained during the field program the proposed

development site may be graded as Site Classification ‘C’ with respect to Table 4.1.8.4.A of the

Ontario Building Code.

5.6 Suitability of Material

The silty sand and glacial till material encountered across the site may be reused for grading

operations outside the building envelope and foundation walls. A maximum particle size of 100

mm is recommended for backfill used against foundation walls. The subsoils are considered

suitable for reuse as subgrade material below exterior paved areas for fill materials throughout

the site to meet grading or in utility trenches.

The silt with clay is not considered suitable for reuse for grading purposes as it has a MSFH.

It is cautioned that the silt and clay content within the soil matrix makes it susceptible to strength

loss and swelling when wet and shrinking of the clay material when dry. It is recommended that

moisture contents in these soils be closely monitored when it is to be used as select subgrade


Page 7

fill or as a founding soil during construction. Wet soils should not be placed as backfill,

subgrade fill or utilized as a founding material under any circumstances.

5.7 Utility Trenches

The construction of utility trenches to service the proposed site should consist of removal of the

existing overburden soils to achieve the required grades. Based on the soils information

obtained from the site utility pipes will be installed in soil trenches. Bedding for the pipes should

consist of 150 mm Granular ‘A’ material. The bedding should be placed in lifts compatible with

the compaction equipment used to achieve 100% SPMDD. Backfill around the pipes should

consist of Granular ‘A’ material with a minimum cover thickness of 300 mm over the obvert of

the pipe. The backfill should be compacted to 100% SPMDD.

5.8 Pavement Design

It is recommended that the proposed roadway construction consist of the complete removal of

the existing organic topsoil and any soft, loose or wet materials. The exposed subgrade should

be inspected and approved by geotechnical personnel and any unsuitable materials should be

sub-excavated and replaced with suitable approved fill. The subgrade should be shaped and

crowned to provide suitable lateral drainage.

For areas that require the subgrade to be raised to achieve the proposed profile grade, it is

considered that some of the native material may be used for this purpose subject to approval by

the geotechnical engineer. Alternatively, the fill material should consist of OPSS Select

Subgrade or Granular ‘B’, Type II placed in lifts compatible with the compaction equipment used

to achieve a minimum of 95% SPMDD.

The following pavement structure is considered suitable for this development:

40 mm HL3 Surface Course, over

50 mm HL8 Binder Course, over

150 mm Granular ‘A’, over

300 mm Granular ‘B’, Type II

Granular ‘A’ and ‘B’ used for base and subbase material shall meet the requirements of OPSS

1010 and shall be compacted to 100% SPMDD.

Inspection by qualified geotechnical personnel should be carried out during the construction

process to verify the competence of the subgrade material and to verify the compaction

densities of both the subbase and base course material.

In addition, based on the groundwater levels noted during the investigation, it is highly

recommended that grading operations for the roadway occur at dryer times of the year. It is also


Page 8

recommended that a provisional item for geotextile filter cloth and/or additional Granular B, Type

II be considered in the contract should a wet, soft subgrade be encountered.

5.9 Site Inspections

It is recommended that all foundation and subgrade materials be inspected by qualified

geotechnical personnel prior to the placement of concrete for footings, in order to ensure that

the materials and founding elevations are consistent with the recommendations of this report. It

is also recommended that the placement and compaction of all fill soils be monitored and tested

by qualified geotechnical personnel to ensure that the appropriate materials and compaction

densities are achieved.

6.0 CLOSURE

The Limitations of Report attached, form an integral part of this report. We trust this report

provides sufficient information for your present requirements in accordance with our agreement.

We trust this report is to your satisfaction. Should you have any questions concerning the

above, please feel free to contact our office.

Sincerely,

AINLEY GRAHAM & ASSOCIATES LIMITED

Lois-Ann L. Hayes, P.Eng.

Branch Manager


Limitations of Report

The conclusions and recommendations given in this report are based on information determined

at the borehole locations. Subsurface and groundwater conditions between and beyond the test

holes may differ from those encountered at the test locations, and conditions may become

apparent during construction, which could not be detected or anticipated at the time of the site

investigation. It is recommended practice that the Soils Engineer be retained during

construction to confirm that the subsurface conditions throughout the site do not deviate

materially from those encountered in the boreholes.

The comments made in this report are intended only for the guidance of the designer. The

number of test holes may not be sufficient to determine all 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.

This report has been prepared for design purposes, for the sole use of 10451355 Canada Ltd.

Any uses, which a Third Party makes of this report, or any reliance or decisions to be made

based on it, are the responsibilities of said Third Parties. Ainley Group accepts no responsibility

for damages if any, suffered by any Third Party as a result of decisions made or actions based

on this report.


Figure No.1

Development Preferred Option

SITE INFORMATION

ZONINGC4-H(T1)

SITE AREATotal Site Area = 1,521m2

PARKING RATESResidential = 1.0 p/unitRetail = 1.0 p/28m2

REQUIRED SETBACKSFront YardSide YardRear Yard

DEVELOPMENT STATISTICS

RESIDENTIAL UNITS Apartment: 30 Assumes an 80% efficiency

GFA Retail 463m2Residential 373m2

PARKINGResidential = 31Retail = 13 Total = 44

AMENITIESRequired 10m2/ x 30 = 299m2/Provided ~425m2/

NOTES1. Assume typical residential floor height of 3.0m. Assume typical retail floor height of 4.5m.

2. For the purpose of this concept, an average of 86m2/ (925sf) unit size is used to calculate approximate total number of units.

3. The base plan (lot lines, existing roads and surrounding areas) is based on the City's Open Data and aerial images. The site area is approximate and all dimensions need to be confirmed by a proper survey.

10m 25m0 5m

A100

DRAWING:

DRAWN BY: BLREVIEWED: UMG

TALBOT ON THE TRAIL

CLIENT:

CLEAVE GROUP

CONCEPT SITE PLAN

PROJECT:

DATE:

2020.01.07

OTTAWA223 McLeod Street

Ottawa ON K2P 0Z8613.730.5709

KINGSTONThe Woolen Mill

6 Cataraqui Street, Suite 108Kingston ON K7K 1Z7

613.542.5454

TORONTO174 Spadina Avenue, Suite 304

Toronto ON M5T 2C2416.789.4530

www.fotenn.com

174 Spadina Ave, Suite 304Toronto, ON M5T 2C2

416.789.4530 www.fotenn.com

TALB

OT

ST

RE

ET STACKED

STACKEDSTACKED

STACKED STA

CK

ED

STA

CK

ED

OPTION 1

DRAWING:

DATE: A101Talbot on the Trail, Picton

Cleave Group

PROJECT:

CLIENT:2020.01.13

OPTION 1(OVERVIEW + ASSUMPTIONS)

• All townhouses, back-to-back townhouse, and stacked townhouses have an approximately 7m x 10m footprint.

• Average lot depth of 30m.

• Road right-of-way of 20m. Condo road right-of-way of 9m. Laneway right-of-way of 9m.

• Passive recreational trail within 15m wetland area setback.

• Storm water directed to storm water management pond in subdivision to the north.

• Architectural features on select townhouses used to emphasize gateways and prominent intersections.

• The estimated development yeild is as follows:

Single-Detached 11 units

Townhouses 40 units

Townhouses (back-to-back) 96 units

Stacked Townhouses 96 units

Total 243 units

Density 28.4 units/ha11.5 units/ac

Note: Back-to-back townhouses are based on an underground or half level down parking approach to avoid large surface parking lots dominating the community.

Note: Density based off total site area of 8.56ha (21.15ac)

MILLENIUM TRAIL


Figure No.2

Proposed Site and Borehole Location Plan

BOREHOLE DATA

ID

TOP OF

GRADE

ELEVATION

(masl)

BEDROCK

ELEVATION

(masl)

ENCOUNTERED

GROUNDWATER

ELEVATION

(masl)

ENCOUNTERED

GROUNDWATER

ELEVATION

(masl)

Feb 19, 2020 April 14, 2020

BH1 101.98 NE 98.38 -

BH2/MW 98.78 NE 98.73 98.70

BH3 97.11 NE 96.81 -

BH4 101.60 NE 101.60* -

BH5 101.66 NE 97.76 -

BH6 98.41 NE NE -

BH7/MW 97.49 NE 96.84 97.07

BH8/MW 100.75 NE 97.51 100.07

NOTE: * SURFACE WATER ENCOUNTERED

KEY MAP

N.T.S.

SITE LOCATION

PICTON

H

W

Y

3

3

H

IL

L

S

T

HW

Y 49

C

O

R

D

5

C

O

R

D

4

C

O

R

D

8

C

O

R

D

1

0

L

O

Y

A

L

I

S

T

P

K

W

Y

BH1

BH2/MW

BH3

BH6

BH8/MW

BH5

BH4

BH7/MW

M

I

L

L

E

N

N

I

U

M

T

R

A

I

L

TALBOT STREET

COUNTY ROAD 4


Appendix A

Borehole Logs

Log of Borehole: AG Project No.: 19519-1

Project: Talbot on the Trail

Client: 10451355 Canada Ltd.

Location: Picton, Ontario

Ground Elevation (masl):

Water Elevation (masl):

Depth to Water (m):

Drilled By: G.E.T Drilling Ltd.

Drill Method: Track Mounted CME 55

Drill Date:

Project Engineer: L.A. Hayes, P.Eng

Project Technician: Joshua Charlton, C.Tech

Sheet: 1 of 1

Ainley Group1-50 Grant Timmins DriveKingston, OntarioK7M 8N2

SUBSURFACE PROFILE SAMPLE

Dep

th

0 0ft m

2

2

4

4

6

6

8

10

12

14

16

18

20

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH1

101.98

98.38

3.60

0.00

0.25

1.00

4.50

Ground Surface

TopsoilSilty sand, some clay and rootelts, brown, frozen.

Silty SandSilty sand, some clay, loose becoming compact, brown.

TillSand with silt, some clay, trace of gravel, compact becoming dense and wet, brown.

End of Borehole at 4.50 m belowexisting site grades.Note: Groundwater infiltration was encountered at 3.60 m during the borehole investigation.

JC022

JC023

JC024

100

100

88

30

43

50

10 20 30 40

February 18 - 19, 2020

50+







Depth to Water (m):



Drill Date:



Sheet: 1 of 1



Dep

th

0 0ft m

2

2

4

4

6

6

8

10

12

14

16

18

20

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH2/MW

98.78

98.73

0.05

0.00

1.20

4.50

Ground Surface

TopsoilSilty sand, some clay and rootelts, brown, frozen. (100 mm)



Becoming grey at 3.75 m.

% Passing JC0104.75 mm = 98.075 um = 43.05 um = 20.0 LSFH2 um = 16.0Moisture Content = 9.2%


JC009

JC010

JC011

79

100

21

24

50

50

10 20 30 40

February 18 - 19, 2020

50+

R







Depth to Water (m):



Drill Date:



Sheet: 1 of 1



Dep

th

0 0ft m

2

2

4

4

6

6

8

10

12

14

16

18

20

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH3

97.11

96.81

0.30

0.00

1.75

3.00

Ground Surface



SiltSilt,with clay and sand, stiff, brown, wet.


JC012

JC013

JC014

100

100

100

10

27

21

10 20 30 40

February 18 - 19, 2020







Depth to Water (m):



Drill Date:



Sheet: 1 of 1



Dep

th

0 0ft m

2

2

4

4

6

6

8

10

12

14

16

18

20

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH4

101.60

101.60

Surface

0.00

0.80

1.50

4.50

Ground Surface


Silty SandSilty sand, some clay, loose, wet, brown.

SiltSilt with clay and sand, loose, brown.

TillSand with silt, some clay, trace of gravel and cobbles, compact becoming dense and wet, brown.



End of Borehole at 4.50 m belowexisting site grades.Note: Surface water was encountered during the borehole investigation.

JC025

JC026

JC027

JC028

100

83

100

17

8

40

33

50

10 20 30 40

February 18 - 19, 2020

R







Depth to Water (m):



Drill Date:



Sheet: 1 of 1



Dep

th

0 0ft m

2

2

4

4

6

6

8

10

12

14

16

18

20

22

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH5

101.66

97.76

3.90

0.00

1.00

1.50

6.00

Ground Surface



SiltSilt with clay and sand, compact, brown.




JC018

JC019

JC020

JC021

100

88

96

30

27

34

50

50

10 20 30 40

February 18 - 19, 2020

50+

50+







Depth to Water (m):



Drill Date:



Sheet: 1 of 1



Dep

th

0 0ft m

2

2

4

4

6

8

10

12

14

16

18

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH6

98.41

NA

NA

0.000.15

0.80

4.50

Ground Surface




Becoming grey at 2.7 m

% Passing JC0154.75 mm = 97.075 um = 37.05 um = 17.0 LSFH2 um = 14.0Moisture Content = 8.4%.

End of Borehole at 4.50 m belowexisting site grades.Note: Groundwater infiltration was not encountered during the borehole investigation.

JC015

JC016

JC017

100

79

38

43

50

50

10 20 30 40

February 18 - 19, 2020

50+

50+







Depth to Water (m):



Drill Date:



Sheet: 1 of 1



Dep

th

0 0ft m

2

2

4

4

6

6

8

8

10

12

14

16

18

20

22

24

26

28

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH7/MW

97.49

96.84

0.65

0.00

1.50

7.50

Ground Surface


Silty SandSilty sand, some clay, loose becoming compact, wet, brown.





JC001

JC002

JC003

JC004

-

83

71

21

25

25

22

50

50

50

50

10 20 30 40

February 18 - 19, 2020

50+

50+

50+







Depth to Water (m):



Drill Date:



Sheet: 1 of 1



Dep

th

0 0ft m

2

2

4

4

6

6

8

10

12

14

16

18

20

22

Ele

vatio

n

Description

Num

ber

Typ

e

Rec

over

y

SP

T

SPT Graph

Gro

undw

ater

Symbol Log

BH8/MW

100.75

97.51

3.24

0.00

1.20

2.10

6.00

Ground Surface



SiltSilt with clay and sand, compact, brown.% Passing JC0064.75 mm = 100.075 um = 80.05 um = 33.0 MSFH2 um = 22.0Moisture Content = 16.9%




JC005

JC006

JC007

JC008

92

100

21

25

15

42

50

50

10 20 30 40

February 18 - 19, 2020

50+

50+


Appendix B

Soil Reports

•)) SNC • LAVALIN

Lab# 19748 Client Ainley

Project Name: 19519-1 Talbot on the Trail Date: February 1972020

MASS OF MASS OF MASS OF MASS OF MASS OF MOISTURE

SAMPLE SAMPLE SAMPLE INFORMATION

SAMPLE WET& DRY&

WATER DRY SOIL TARE CONTENT

TARE fg\ TARE le:) (g) (g) (g) (%)

JCOlO A 618.3 573.4 44.9 486.3 87.1 9.2JC026 B 556.3 518.9 37.4 435.8 83.1 8.6JC015 C 460.4 430.4 30 358.5 71.9 8.4JC004 D 486.2 453.4 32.8 379.1 74.3 8.7JC006 E 453.6 400.2 53.4 315.1 85.1 16.9

W?�

CLAY & SILT

GRAIN SIZE IN MICROMETERS 4µm

100 2µm 3µm Sµm 10µm

90

80

70

60

f- so

40

SNC-LAVALIN

UNIFIED SOIL CLASSIFICATION SYSTEM

SAND

Fine Medium Coarse

SIEVE DESIGNATION {Metric)

30µm 40µm 75µm 1SOµm 300µm 600µm 1.18mm 2.36mm

20µm 53µm 106µm

/ ,

J

/ __ ,

1" � ...

'I'

2SOµm 42Sµm 8SOµm 2.0mm 4.75mm

--.-

J

)'

GRAVEL

Fine Coarse

13.2mm 26.5mm 53.0mm 75.0mm 9.5mm 19.0mm 37.5mm 63mm

'

30

-�.,..

SAMPLE DATA _ ... ... �

20 Job : 20-1690-01 � ... Lab No : 19748-A

Borehole : 2 10 Depth : 1.5-2.1m

Sample : JC010

0 <,V

1 2 3 4 s 10 20 30 40 270 200 140

100 60 so 40 30 20 16 10 8 4 3/8" 1/2" 3/4" 1" 1.5" 2" 3"

SIEVE DESIGNATION {Imperial)

% +3" % Gravel %Sand % Fines

Course I Fine Course Medium I Fine Silt I Clay

0 I 2 2 7 I 46 27 I 16

Client: Ainley

SNC-LAVALIN Project: 20-1690-01 1164 Clyde Court Kingston, Ontario K7P 2E4 19519-1 Talbot on the Trail

GRAIN SIZE DISTRIBUTION

SAND

With Silt, Some Clay,Trace Gravel Date: February 17,2020 I Moisture Content is 9.2%

��

CLAY & SILT


100 2µm 3µm Sµm 10µm

90

80

70

'-" 60 z

f- 50 z w

w

40

SNC-LAVALIN


Fine

30µm 40µm 75µm 150µm

20µm 53µm 106µm

300µm

250µm

SAND

Medium Coarse

SIEVE DESIGNATION (Metric) 600µm 1.18mm 2.36mm

425µm 850µm 2.0mm 4.75mm

--..-

V

/ I

I I

I/ J

/

/.,,.

GRAVEL

Fine Coarse

13.2mm 26.5mm 53.0mm 75.0mm

9.5mm 19.0mm 37.5mm 63mm

30

..,, SAMPLE DATA

_ ... .. -20 Job : 20-1690-01

c.. .... Lab No : 19748-B Borehole :4

10 Depth : 1.5-2.1m Sample : JC026

0 "'"

1 2 3 4 5 10 20 30 40 270 200 140

100 60 50 40 30 20 16 10 8 4 3/8" 1/2" 3/4" 1" 1.5" 2" 3"

SIEVE DESIGNATION (Imperial)


Course I Fine Course I Medium I Fine Silt I Clav

0 I 2 2 I 10 I 49 21 I 16

Client: Ainley

SNC-LAVALIN Project: 20-1690-01

1164 Clyde Court Kingston, Ontario K7P 2E4 19519-1 Talbot on the Trail


SAND

With Silt, Some Clay,Trace Gravel Date: February 17,2020 I Moisture Content is 8.6%

I

100

90

80

70

(.'.) 60 z

f- 50 z

a'.

40

30

20

10

0

CLAY & SILT


- --

-· -

I··· -

· �--

,-- --

-···-----

2µm 3µm

- ---- ,_ ---·

---·---

·-

i--- ·- --"-

-�

---

-- --I-

- "' - - -��I=""""-"'"' -

·--

1 2 3 4

5µm 10µm

-· -"·-

--�-- , - ----

--- --f--

1-- --f-- -

f----

-- -·-

c�i,, .�

•"""p-

1---- -----

5 10

SNC-LAVALIN


SAND GRAVEL

Fine Medium Coarse Fine Coarse

SIEVE DESIGNATION (Metric)

30µm 40µm 75µm 150µm 300µm 600µm 1.18mm 2.36mm 13.2mm 26.5mm 53.0mm 75.0mm

20µm 53µm 106µm 250µm 425µm 850µm 2.0mm 4.75mm

---

9.5mm 19.0mm 37.5mm 63mm

· -- -�-- 1--

I'v

-- f--·

-- ---

- ---- -

--

�-1--·

v

- ·-

20

·-1-f-- f---

-�---

1--l---·-1--

i7�

--�

�

�-

··-

- -

-�

- ----

--

--

- --

�-

I -

-----

I/ � --

- f-

/--

---

- -

�-- f----

·- ·-i---

- -

---

30 40 270 200 140

100 60 50 40

- -- ·--------- ---- - _,,_ --�

- -- - ---· --� -----

- -- ------ �- - -- --- ----

--

-----1-------f--- ----� ·-�--

·-- ---------- . -1----------

------1 ------- -------- -

SAMPLE DATA

-� f--------� r--- ----- . Job : 20-1690-01 Lab No : 19748-C

Borehole :6 -- Depth : 0.75-1.35m

-- I------ - Sample : JC015

,v

31) 20 16 10 B 4 3/8" 1/2" 3/4" 1" 1.5" 2"


i---

---

-

3"

o/o +3 11 % Gravel %Sand % Fines Course I Fine Course I Medium I Fine Silt I Clav

0 I 3 2 I 7 I 51 23 I 14

Client: Ainley

SNC-LAVALIN Project: 20-1690-01 ·1164 Clyde Court Kingston, Ontario K?P 2E4 19519-1 Talbot on the Trail


SAND

With Silt, Some Clay,Trace Gravel Date: February 17 ,2020 I Moisture Content is 8.4%

I

SNC-LAVALIN


SAND GRAVEL CLAY & SILT

Fine Medium Coarse Fine Coarse

GRAIN SIZE IN MICROMETERS SIEVE DESIGNATION (Metric)

100

90

80

70

(9 60 z

CL f--- 50 z w

w

40

30

20

10

0

4µm 2µm 3µm

· -----------� ----

---

· - -

- -

--

--

, _ _ -

�-

---I-

---- ---

--

-

- --

-

-

--

,_

-�--1-

1 2

I

- ---- , -f---

� -- --

- -- -

-

-·-·-

, -

-- -

3 4

30µm 40µm 75µm 150µm 300µm 600µm 1.18mm 2.36mm 13.2mm 26.5mm 53.0mm 75.0mm

5µm 10µm 20µm 53µm 106µm 250µm 425µm 850µm 2.0mm 4.75mm 9.5mm 19.0mm 37.5mm 63mm

-- -�- --

/ --

--� - --

�� -- -- --,_ ---- -- --- ----

-- -- -------I- -----

--- __ ,_ ----�

7 � - -- - ----- ---1- �- ---·- --,- -

----�--- �-, __

I --� ---- -� -----

--

- -;-

-· --· I/ -- � - --- - - ---- 1--- ---- --- ------ --

-/ -f----- __ ,_ f--f--- -- --- --- -- � ---- � ----

- --f--- �- ---

I --1-f--f--- - --- -- --

---- -- -- - - - _,_ � .1

"' _,..,�

- - -� --;;

>---- � -- -- ----- ---1---------

� --- -----

� e- � ""- ·--- -- - -- ------r--- -- ---- SAMPLE DATA

--· Job : 20-1690-01 -----·-- --- -

-"' lab No : 19748-D -----,- --I--·-- f----- - ,--f------- 1------ ---

- Borehole :7-- Depth : 4.5-5.1m

-�,- Sample : JC004

<,v

5 10 20 30 40 270 200 140

100 60 50 40 30 20 16 10 8 4 3/8" 1/2" 3/4" 1" 1.5" 2" 3"


% Gravel I % Sand % Fines % +3

n

I Course I Fine I Course I Medium I Fine Silt I I 0 I 2 I 2 I 8 I 55 21 I

Client: Ainley

SNC-LAVALIN Project: 20-1690-01 1164 Clyde Court Kingston, Ontario K7P 2E4 19519-1 Talbot on the Trail

Clay

13


SAND

With Silt, Some Clay,Trace Gravel Date: February 17 ,2020 I Moisture Content is 8.7%

�??-

CLAY & SILT


100 2µm 3µm 5µm 10µm

90

80

70

SNC-LAVALIN


Fine

30µm 40µm 75µm 150µm

20µm 53µm 106µm

300µm

250µm

SAND

Medium Coarse

SIEVE DESIGNATION (Metric) 600µm 1.18mm 2.36mm

425µm 850µm 2.0mm 4.75mm

.J> �-

/ V

/ ,,,,.

}"

y /

GRAVEL

Fine Coarse

13.2mm 26.5mm 53.0mm 75.0mm 9.5mm 19.0mm 37.5mm 63mm

60 CD

.,,/ z

/a..

50 z

I a..

40

,,, 30

i.;11" SAMPLE DATA --

..... 20 Job : 20-1690-01

Lab No : 19748-E Borehole : 8

10 Depth : 1.5-2.1m Sample : JC006

0 .. ,

1 2 3 4 5 10 20 30 40 270 200 140

100 60 50 40 30 20 16 10 8 4 3/8" 1/2" 3/4" 1" 1.5" 2" 3"



Course I Fine Course I Medium I Fine Silt I Clay

0 I 0 0 I 1 I 19 58 I 22

GRAIN SIZE DISTRIBUTION Client: Ainley

SNC-LAVALIN Project: 20-1690-01 1164 Clyde Court Kingston, Ontario K7P 2E4 SILT

With Clay, With Sand

19519-1 Talbot on the Trail

Date: February 17 ,2020 I Moisture Content is 16.9%

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