municipality of brighton€¦ · stem augers were used to complete the boreholes with grab sampling...

1-50 Grant Timmins Drive Kingston, Ontario K7M 8N2 Tel: (343) 266-0002 Fax: (343) 266-0028

Submitted To:

The Municipality of Brighton

Public Works and Development Office

67 Sharp Road,

Brighton, Ontario K0K 1H0

August 2018

AG File No: 18523-1

Municipality of Brighton

Final Geotechnical Report

Reconstruction Russell Street, Napier Street and

Monck Street

The Municipality of Brighton Ainley Group Project No. 18523-1

Final Geotechnical Report August 2018

Reconstruction of Russell, Napier and Monck Streets

i

TABLE OF CONTENTS

PAGE NO.

1.0 INTRODUCTION ........................................................................................................ 1

2.0 PRESENT CONDITIONS ........................................................................................... 1

3.0 FIELDWORK / METHODOLOGY ............................................................................... 1

4.0 RESULTS OF THE INVESTIGATION ........................................................................ 2

4.1 Sub-Surface Conditions ....................................................................................... 2

5.0 DISCUSSION AND RECOMMENDATIONS ............................................................... 4

5.2 Groundwater Control/Subsurface Drainage........................................................ 5

5.3 Excavations ........................................................................................................... 5

5.4 Suitability of Material ............................................................................................ 5

5.5 Utility Trenches ..................................................................................................... 5

5.6 Site Inspections .................................................................................................... 6

6.0 CLOSURE .................................................................................................................. 6

FIGURES

Figure No. 1 – 4 - Borehole Location Plan

APPENDICES

Appendix A - Borehole Logs

Appendix B - Grain Size Distribution Results




Page 1

1.0 INTRODUCTION

Ainley Graham & Associates Limited (Ainley Group) was retained by the Municipality of

Brighton, to carry out geotechnical consulting services in support of the detail design for the

proposed reconstruction of Russell Street, Napier Street and Monck Street located in the Town

of Brighton. The proposed works associated with the reconstruction of the Streets is to consist

of a new urban cross section with concrete curb and gutter, sidewalk, and replacement of

underground infrastructure including storm sewer, watermain, and sanitary sewer laterals.

The objectives of the geotechnical assignment were:

To secure soils and groundwater information/data about the proposed reconstruction

limits that could affect the design, including the effects that the soil and groundwater may

have on construction procedures.

To determine the physical properties of the soil within the proposed reconstruction limits.

To prepare a geotechnical report with recommendations pertaining to the design and

construction of the project including sewers, watermain and roadway construction based

on the information obtained during the geotechnical site investigation and laboratory

analysis completed.

2.0 PRESENT CONDITIONS

The subject sites are located in the northwest quadrant of the Town of Brighton. The limits of the

geotechnical investigation areas consist of the following:

Napier Street from Napoleon Street to Monck Street (approximately 400 m)

Russell Street from Ontario Street to Centre Street (approximately 300 m)

Monck Street from Ontario Street to Maplewood Avenue (approximately 200 m)

Within the project limits, Napier, Russell and Monck Streets are two lane low volume streets

with shallow to non-existent ditching. Drainage is considered to be very poor throughout. With

exception to Monck Street, which is predominately commercial entrances, Napier and Russell

have numerous residential entrances on both sides of the street with increased commercial

development at the south end of Napier closest to Monck Street. The roadway conditions are

fair to poor.

3.0 FIELDWORK / METHODOLOGY

The field program consisted of the advancement of ten (10) boreholes (BH1 to BH10) to

investigate sub-surface conditions. BH1 to BH4 were completed on Napier Street, BH5 to BH8




Page 2

on Russell Street and BH9 and BH10 on Monck Street. 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.

The borehole program was completed on May 14th, 2018. All drilling was completed under the

constant supervision of a qualified member of Ainley Group’s geotechnical/environmental team.

A Site and Borehole Location Plan is attached to this report as Figure No. 1 - 4.

The boreholes were advanced to a depth 3.0 m below existing ground surface. The boreholes

were advanced by means of a truck-mounted CME-55 drill rig equipped for soil sampling. Solid

stem augers were used to complete the boreholes with grab sampling procedures used to

secure the necessary soil samples to determine the soil engineering properties.

The location and ground surface elevations at each respective borehole location were surveyed

using a Sokkia SRX3 Robotic Total Station with real time sub-centimeter accuracy, and

referenced to the MTM Geodetic Coordinate system.

4.0 RESULTS OF THE INVESTIGATION

4.1 Sub-Surface Conditions

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 test 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. A total of ten (10) samples were selected and

submitted to SNC Lavalin in Kingston, Ontario for gradation analysis and moisture content

determination. Copies of the Grain Size Distribution results are included in Appendix B.

The typical average pavement structure and subsoil conditions encountered throughout the

project sites generally consisted of the following:

Napier Street (BH1 – BH4)

50 mm Asphalt, over

225 mm Gravel with Sand Fill (200 mm to 250 mm), over

500 mm Sand some Gravel Fill (400 mm to 600 mm), over

1250 mm Gravelly Sand some Silt trace Clay Fill (1000 mm to 1500 mm), over

Silt with Sand and Gravel Till




Page 3

BH1 and BH2 appear to fall within existing utility trenches and differ from the typical soils

encountered in BH3 and BH4. Groundwater infiltration was only encountered at BH1 on Napier

Street at 2.70 m below existing site grades during the borehole investigation.

A total of four samples retrieved from Napier Street were submitted for gradation analysis and

moisture content determination. Results indicate that the Granular ‘A’ fill material is gravel with

sand with 36.0% of the material passing the 4.75 mm sieve and 6.4 % of the material passing

the 75 µm sieve which generally meets a Granular ‘A’ specification in comparison to OPSS

1010. The Moisture Content was found to be 1.8% at the time of the field investigation.

Results indicate that the Granular ‘B’ fill material is sand some gravel with 82.4% of the material

passing the 4.75 mm sieve and 20.7% of the material passing the 75 µm sieve which generally

meets a Granular ‘B’ Type I specification in comparison to OPSS 1010. The Moisture Content

was found to range be 8.1% at the time of the field investigation.

Results indicate that the subbase fill material was found to be gravelly sand, some silt, trace of

clay with a LSFH (Low Susceptibility to Frost Heaving). The Moisture Content was found to be

16.3% at the time of the field investigation.

Russell Street (BH5 – BH8)

40 mm Asphalt (30 mm to 50 mm), over

285 mm Sand and Gravel Fill (270 mm to 300 mm), over

275 mm Sand with varying amounts of Gravel Fill (250 mm to 300 mm), over

1350 mm Silty Sand trace Gravel and Clay Fill (1200 mm to 1500 mm), over

Clay with Silt some Sand Till

BH6 and BH8 appear to fall within existing utility trenches and differ from the typical soils

encountered in BH5 and BH7. Groundwater infiltration was encountered within BH6 and BH8 at

1.80 m below existing site grades during the borehole investigation.

A total of four samples retrieved from Russell Street were submitted for gradation analysis and

moisture content determination. Results indicate that the Granular ‘A’ fill material is gravel and

sand with 56.0% of the material passing the 4.75 mm sieve and 5.0 % of the material passing

the 75 µm sieve which generally meets a Granular ‘A’ specification in comparison to OPSS

1010. The Moisture Content was found to be 2.0% at the time of the field investigation.

Results indicate that the subbase fill material was found to be silty sand, trace of gravel and clay

with a MSFH (Medium Susceptibility to Frost Heaving). The Moisture Content was found to be

18.1% at the time of the field investigation.

The native till material was found to be clay with silt, some sand with a MSFH (Medium

Susceptibility to Frost Heaving). The Moisture Content was found to be 21.7% at the time of the

field investigation.




Page 4

Monck Street (BH9 – BH10)

45 mm Asphalt (40 mm to 50 mm), over

245 mm Gravelly Sand Fill (230 mm to 260 mm), over

625 mm Sand with Gravel trace of Cobbles Fill (600 mm to 650 mm), over

985 mm Clay with Silt some Sand and Gravel Fill (600 mm to 650 mm), over

Silt with Gravel and Sand Till

Groundwater infiltration was only encountered within BH9 at 1.35 m below existing site grades

during the borehole investigation.

A total of two samples retrieved from Monck Street were submitted for gradation analysis and

moisture content determination.

Results indicate that the subbase fill material was found to be Clay with silt, some sand and

gravel with a LSFH (Low Susceptibility to Frost Heaving). The Moisture Content was found to

be 20.9% at the time of the field investigation.

The native till material was found to be silt with gravel and sand with a MSFH (Medium

Susceptibility to Frost Heaving). The Moisture Content was found to be 9.8% at the time of the

field investigation.

5.0 DISCUSSION AND RECOMMENDATIONS

It is our understanding that the scope of work for Napier, Russell and Monck Streets is to

consist of considerable reconstruction efforts including, sewers and watermain replacement and

drainage and intersection improvements throughout. Due to the extent of reconstruction work

anticipated it is recommended that the existing asphalt be removed full depth and the roadways

reinstated with the following pavement structure:

90 mm Hot Mix (40 mm HL3, over 50 mm HL8), over

150 mm Granular ‘A’, over

300 mm Granular ‘B’ Type II or III

It is recommended that the subgrade material be proof rolled prior to placement of the granular

subbase to reveal any loose areas. Any areas exhibiting rutting or appreciable deflection should

be excavated and replaced with suitable fill material compacted to a minimum of 95% SPMDD.

Granular ‘A’ and Granular ‘B’ Type II/III 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 materials.




Page 5

5.2 Groundwater Control/Subsurface Drainage

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

geologic conditions, perched 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 nature of the silty sand material encountered

makes it prone to strength loss therefore, groundwater and moisture control during construction

and post development is key to the workability and movement of this soil.

The pumping of groundwater may be required during excavation of the shallow overburden.

Normal pumps should suffice but sand filters may be required to prevent clogging of the pumps.

The groundwater level should be controlled at all times and be kept below the excavation level

during the construction period.

5.3 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 project sites may be classified as follows:

The fill and native materials may be classified as Type 3 soil.

Shallow excavations into the soils are considered straightforward and conventional excavation

techniques and equipment appropriate.

5.4 Suitability of Material

The fill and native materials encountered across are considered suitable for reuse as subgrade

material below exterior paved areas or in utility trenches. It is recommended that moisture

contents in the soils be closely monitored when they are to be used as select subgrade 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.

5.5 Utility Trenches

The construction of proposed utility trenches 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 fine-grained subsoil 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




Page 7

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 The Municipality of

Brighton. 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 - 4

Borehole Location Plans

MONCK ST

BC

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MONCK ST

BO 10

BOREHOLE LOCATION PLAN

STA 1+000 TO STA 1+202

FIGURE

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RUSSELL STREET, NAPIER

STREET AND MONCK STREET

RECONSTRUCTION

MUNICIPALITY OF BRIGHTON

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HORIZ: 1:250

SCALES



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PI = 2+185.565

PI =

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HOT 3+103.551 RUSSELL ST =

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Appendix A

Borehole Logs

Log of Borehole:

Project No.: 18523-1

Project: Russell/Napeir/Monck Reconstruction

Client: Municipality of Brighton

Location:

Ground Elevation (masl):

Water Elevation (masl):

Depth to Water (m):

Drilled By: G.E.T. Drilling Ltd.

Drill Method: Truck Mounted CME 55

Drill Date: May 14, 2018

Project Engineer: Lois-Ann Hayes, P.Eng

Project Technician: Joshua Charlton

Sheet: 1 of 1

Ainley Group1-50 Grant Timmins DriveKingston, OntarioK7M 8N2

SUBSURFACE PROFILE SAMPLE

Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH1

SBL Midlane, Napier St.

95.95

93.25

2.7

0.00

0.60

1.80

2.85

3.00

Ground Surface

Asphalt50 mm

FillGravel with sand, trace of cobbles, compact, brown.

FillGravelly sand, some silt, trace of clay, compact, brown.

FillClay and silt, trace of sand, stiff, brown.

TillSilt with sand and gravel, compact, brown.

End of Borehole at 3.0 m below existing site grades.Note: Groundwater infiltration was encountered at 2.7 m

JC010

JC011

G

G

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH2


95.00

NA

NA

0.00

0.40

1.80

3.00

Ground Surface

Asphalt50 mm

FillGravel with sand, trace of cobbles, compact, brown.

FillGravelly sand, some silt, trace of clay, compact, brown.

FillClay and silt, trace of sand, stiff, brown.% Passing JC0094.75 mm = 100.075 um = 96.05 um = 59.0 LSFH2 um = 40.0Moisture Content = 37.5%Plasticity Index = 14.5Classification = CL

End of Borehole at 3.0 m below existing site grades.Note: Groundwater infiltration was not encountered during the borehole investigation.

JC009 G

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH3


93.57

NA

NA

0.00

0.30

0.90

2.40

3.00

Ground Surface

Asphalt50 mm

FillGravel with sand, compact, brown.% Passing JC0054.75 mm = 36.075 um = 6.4Moisture Content = 1.8%

FillSand some gravel, trace of cobbles, compact, brown.% Passing JC0064.75 mm = 82.475 um = 20.7Moisture Content = 8.1%

FillGravelly sand, some silt, trace of clay, compact, brown.% Passing JC0074.75 mm = 66.075 um = 23.05 um = 9.0 LSFH2 um = 5.0Moisture Content = 16.3%

TillSilt with sand and gravel, compact, brown.


JC005

JC006

JC007

JC008

G

G

G

G

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH4


91.84

90.49

1.35

0.00

0.25

0.60

1.60

3.00

Ground Surface

Asphalt50 mm

FillGravel with sand, compact, brown.

FillSand some gravel, compact, brown.

FillGravelly sand, some silt, trace of clay, compact, dark brown.

TillSilt with sand and gravel, compact, grey.

End of Borehole at 3.0 m below existing site grades.Note: Groundwater infiltration was encountered at 1.35 m below existing site grades.

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH5

EBL Midlane, Russell St.

93.00

NA

NA

0.00

0.30

0.60

2.10

3.00

Ground Surface

Asphalt30 mm

FillSand and gravel, compact, brown.

FillSand with gravel, trace of cobbles, compact, brown.

FillSilty sand, trace of gravel and clay, compact, brown.

TillClay with silt, some sand, stiff, grey.


Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH6


94.90

93.10

1.8

0.00

0.75

1.80

3.00

Ground Surface

Asphalt70 mm

FillSand and gravel, trace of cobbles, compact, brown.% Passing JC0124.75 mm = 57.075 um = 7.2Moisture Content = 2.6%

FillSilty sand, trace of clay and gravel, compact, brown.

FillClay and silt, trace of sand, stiff, brown.


JC012 G

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH7


96.23

96.23

NA

0.00

0.35

0.60

1.80

3.00

Ground Surface

Asphalt50 mm

FillSand and gravel, compact, brown.

FillSand, trace of gravel, compact, brown.

FillSilty sand, trace of gravel and clay, compact, brown.% Passing JC0134.75 mm = 99.075 um = 56.05 um = 13.0 MSFH2 um = 8.0Moisture Content = 18.1%

TillClay with silt, some sand, stiff, brown.% Passing JC0144.75 mm = 100.075 um = 84.05 um = 34.0 MSFH2 um = 22.0Moisture Content = 21.7%Plasticity Index = 22.0Classification = CL


JC013

JC014

G

G

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH8


97.04

95.24

1.8

0.00

0.75

1.80

3.00

Ground Surface

Asphalt50 mm

FillSand and gravel, trace of cobbles, compact, brown.% Passing JC0164.75 mm = 56.075 um = 5.0Moisture Content = 2.0%

FillSilty sand, trace of clay and gravel, compact, brown.

FillSilty sand, trace of gravel, compact, brown.


JC015

JC016

G

G

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH9

EBL Midlane, Monch St.

91.55

90.20

1.35

0.00

0.30

0.90

2.00

3.00

Ground Surface

Asphalt40 mm

FillGravelly sand, compact, brown.


FillClay with silt, some sand and gravel stiff, dark brown.% Passing JC0024.75 mm = 88.075 um = 73.05 um = 51.0 LSFH2 um = 48.0Moisture Content = 20.9%

TillSilt with gravel and sand, compact, grey.% Passing JC0044.75 mm = 80.075 um = 53.05 um = 0.0 MSFH2 um = 0.0Moisture Content = 9.8%


JC001

JC002

G

SS

Log of Borehole:




Location:



Depth to Water (m):






Sheet: 1 of 1



Dep

th

0 0ft m

1

1

2

2

3

3

4

5

6

7

8

9

10

11

Ele

vatio

n

Description

Num

ber

Typ

e

Gro

undw

ater

Symbol Log

BH10

EBL Midlane, Monch St.

92.50

NA

NA

0.00

0.28

0.93

1.80

3.00

Ground Surface

Asphalt50 mm

FillGravelly sand, compact, brown.


FillClay with silt, some sand and gravel stiff, compact, brown.

TillSilt with gravel and sand, compact, grey.


JC003

JC004

G

SS




Appendix B

Grain Size Distribution Results

•)) SNC • LAVALIN

SAMPLE

INFORMATION

JC009

JC005

JC006

JC007

JC012

JC013

JC014

JC016

JC002

JC004

Lab# 17947

Project #18-1690-06 Client: Ainley

Project Name: 18523-1 Brighton Date:May 14, 2018

MASS OF MASS OF MASS OF MASS OF

SAMPLE SAMPLE SAMPLE WATER DRY SOIL

WET& DRY & (g) (g)

TARE 111') TARE (g) A 533.4 416.1 117.3 313

B 445 438.2 6.8 384.8

C 418.9 397.7 21.2 261.3

D 669.1 594.3 74.8 458.4

E 483.3 474.4 8.9 335.9

F 567 501.4 65.6 363.4

G 575.3 497.5 77.8 358.7

H 379.2 374.2 5 247.5

I 635.2 549.1 86.1 412.6

J 678.8 630.4 48.4 493

MASS OF MOISTURE

TARE CONTENT

(g) (%)

103.1 37.5

53.4 1.8

136.4 8.1

135.9 16.3

138.5 2.6

138 18.1

138.8 21.7

126.7 2.0

136.5 20.9

137.4 9.8

bN:?�VAIJN SNC-LAVALIN

(.')

....

w

w

UNIFIED SOIL CLASSIFICATION SYSTEM

SAND CLAY & SILT

Fine Medium Coarse

GRAIN SIZE IN MICROMETERS SIEVE DESIGNATION (Metric)

GRAVEL

Fine Coarse

4µm 30µm 40µm 75µm 150µm 3DOµm 600µm 1.18mm 2.36mm 13.2mm 26.5mm 53.0mm 75.0mm

1 2µm 3µm 5µm 10µm 20µm 53µm 106µm 250µm 425µm 850µm 2.0mm 4.75mm 9.5mm 19.0mm 37.5mm 63mm

00

I I I I I I 111 I I 111 I I I I I 1111 L I I I I I I I I I I I I I I I I I I I I

90

80 • -

70 +-

60

50

40

30

20

10

0

% +3"

---I 1--1-1---------1-

�

3

I-

, _ '-+---

I -I 1---l • •

f-1 I I II -,

-

-I ---1-

-• �

--• -

I -

I-

I-- - - � - I - l---------i- -1-1 I -

,� ,�-t -I I - I I �- I 1 --1 - I 1 --

_,

-1 -----I 1 --

-

�·

-

-I -t I -

-• Job Lab No Borehole Depth Sample

SAMPLE DATA : 18-1690-06 : 17947-A :2 : 1.8-3.0m : JC009

f--•- '

L.O

4 5 10 20 30 40 270 200 140 100 60 50 40 30 20 16 10 B 3/8' 1/2" 3/4" 1" 1.5" 2" 3"

SIEVE DESIGNATION (Imperial)

% Gravel % Sand % Fines Course Fine Course Medium Fine Silt l

0 0 0 1 3 56 l

Client: Ainley

SNC-LAVALIN GRAIN SIZE DISTRIBUTION Project: 18523-1

1164 Clyde Court Kingston, Ontario K?P 2E4 CLAY SILT Location: Brighton

Clay 40

Trace Sand Date:May 14,2018 !Moisture Content 37.5%


SNC-Lavalin GEM Ontario Inc.

1164 Clyde Court

Kingston, Ontario K7P 2E4

� (613) 389-178 a (613) 389-4204

Grain Size Analysis Test Report Project No.: Project Location:

!SAMPLE DATAMaterial:Date Sampled:Time Sampled:Sample Type:Sample Location:Lot:Source:Sampled By:

!LAB DATA

Lab No.:

Specification:

I

18-1690-06 Project Description: Lab Testing

I Soil

May 14, 2018

Borehole

JC005 BH#3 0.05-0.3.0M

Sublot:

Ainley Brighton

Client

17947-B Date Tested: May 31, 2018

OPSS, Granular A

!PARTICLE ANALYSIS I !WASH PASS 0.075mm

Date: May31,2018

Contract No.: Grain Size Analysis

Sieve Percent Passing Sizes (mm) Sample Specification

150.0 -

100.0 -

75.0 -

53.0 -

50.0 -

37.5 -

26.5 89.2* 100 - 100

25.0 -

19.0 81.9* 85 - 100

16.0 -

13.2 55.8* 65 - 90

9.5 45.3* 50 - 73

6.7 -

I 4.75 36 35 - 55

2.36 TEST Sample Specification I TEST I Sample I Specs I -

2.00 Percent Crushed: 60 !Wash Pass 0.075 mm: I I I -

1.18 22.4 15 - 40 % Asphalt Coated: 30 !FINENESS MODULUS I 3.03 I 0.600 -

% Flat and Elongated 0.425 -

0.300 11.7 5- 22Comments: Moisture Content is 1.8% 0.150 -

0.075 6.4 2 - 10

* Indicates Out of SpecificationSample: ...........................•.. Specs:

100 / '

/ /

90 / '

/ ,/ /

p 80 ,' / ,,/

E //

70 / i I

I

C / I

E 60 / /1 / N / V

-··

,'/ 50 ..

.. I/ p .•

... ... /' 40

/./' / ,, ..

s .. -·· • -1"

s ...

.. • .,,.�:· .. -' 30

__ .,.. .. -··

.. ---··· / ,•

N ,. .,· .. -· 20

-- .. ----- / - ...

-------· ,..

... ------- , . ..

...........

... ----------- .. - ..10

-·-·-·-· _.

------·--· ... -- _. .. -··-·

-· -···- .. ···-· -

0

10

20 p E

30 R

40 EN

50 T

R60 E

T70AI

N 80 E

90

� }

O 0.075 0.150 0.425 0.600 1.18 2.00 4.75 6.7 9.5 13.2 ;y 25.0? __. 00

16 37. \ 53.

0 0�50.0

Data presented h8'eon is for_the sole use of the SUpulated chent SNCL ,s not responsible, nor can be hod hable , for use made of !his report by anyotha, p"1y, with ocwithout the ( ty knowledge of SN CL.The testing services reported herein have been p«iocmed by a SNCL technician to recognized industry standa""ds, unless otherwise noted No other warranty

is made This dat!I does not include or relJ'"esent any interpretation or opinion of spec1fication comph!nC6 or material suitability Should engmeenng interpretation be requi"ed, SNCL w1U pro111de 11 upon wnllen request

Project Manager: Mark McClelland, C.E.T

Infrastructure @



1164 Clyde Court


� (613) 389-178 '5 (613) 389-4204

Grain Size Analysis Test Report Project No.: 18-1690-06 Project Description: Lab Testing Date: Jun01,2018

Project Location:

!SAMPLE DATA Material: Date Sampled: Time Sampled: Sample Type: Sample Location: Lot: Source: Sampled By:

ILAB DATA Lab No.:

Specification:

I

IS oil

May 14, 2018

Borehole

JC006 BH#3 0.3-0.9M Briqhton

Sublot: Ainley

C lient

17947-C Date Tested: Jun 01, 2018

OPSS1010, Granular B Type I

I PARTICLE ANALYSIS I IWASH PASS 0.075mm



150.0 100 100 - 100

100.0 -

75.0 -

53.0 -

50.0 -

37.5 -

26.5 100 50 - 100

25.0 -

19.0 -

16.0 -

13.2 -

9.5 -

6.7 -

I 4.75 82.4 20 - 100

2.36 TEST Sample Specification TEST I Sample I Specs I -

2.00 Percent Crushed: Wash Pass 0.o75 mm:

% Asphalt Coated: 30 !FINENESS MODULUS% Flat and Elongated

Comments: Moisture C ontent is 8.1 %

Sample: .. . ............ Specs: -·····

100 /

/ 90

p 80 / ,,...i.----

E / ,.,./",,

/

R 70 / ,,.,.,, .....

/ __,,...--· E 60 ,/ N ' ,/

[,/ 50 '

p // ' /

/

40 s /

/

s '

__ ,.,,,..,.,.,,.

. 30 I ... ��,,.--

20···-�·<· ,,

G -___ ... -·

I ,• , --· ,.. 10, ..• ------

0 0.075

. ··- ·-··-�··

0.150 -- --

0.425

.-· -·····

0.600 1.18 2.00 4.75

I I I 1.17

____ .,,. ..

.... ---·····

,, ,,

6.7 9.5

Data presented hereon 1s foc the sole use of the stipulated client SNCL 1s not responsible, nor can be held liable, for use made of this report by any other party, with or w�t the knowledge of SNCLThe testing seMces reported herein have been performed by a SNCL technician to re<:ognized industry standards, unless otherNise noted. No other w anty IS made This data does not include Of represent any interpretation or opinion of specification compliance Of material suitability Should engineering interpretation be requied, SNCL wiD proVlde ii upon written request

I -

1.18 64.4 10 - 100

I 0.600 -

0.425 -

0.300 36.6 2 - 65

0.150 -

0.075 20.7* 0- 8

* Indicates Out of Specification

... L-----

--- /

/

/ /

V /

/ /

/

/ /

/

.,,,v---' / \ / .2 19.0 25.0\ 37.5 /30 .50 100.0

16.0

V/ Project Manager: Mark McClelland, C.E.T

Infrastructure

0 .., /

10

20 pE

30 R

40 E

50 T

R60 E

70 AlN

80 E D

90

100 150.0

@

b:��

100

90

80

70

'-'

f-

w

CLAY & SILT

GRAIN SIZE IN MICROMETERS 4µm

2µm 3µm 5µm

I -I -----1--1-111 1 -t I I

-, -I I-,,

-• --I -1-1 I 11-1 -•,

10µm

SNC-LAVALIN


30µm 40µm 75µm

20µm 53µm 106µm

Fine

150µm

SAND

Medium Coarse

300µm

250µm 425µm

SIEVE DESIGNATION (Metric) 600µm 1.18mm 2.36mm

850µm 2.0mm

- -

4.75mm

-1- � I -1 -- 1-- I-

Fine

GRAVEL

Coarse

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

• -· -· - - H 1J1 _-1 J _-1 -n·-1=- J _J _1- u _ 1 · - . ,_,

-1-1-1 1-1 1---11 I -1- I 1-1 I I I I- 1-

-1 -1- -I I•- I- 1-

-I 1 .. - I- I

-,- 1-

1-1---1 1-1 I --I --1--I -I- I- --I- I l----1--1 - -w

40

I l--1 �1

30

20 _, l-1 I 11

10

0

2 3 4 5 10 20 30 40 270

% +3" % Gravel Course Fine

0 34

SNC-LAVALIN 1164 Clyde Court Kingston, Ontario K7P 2E4

- --1- I

200 140 100 60 50 40 30 20 16 10 8

Job Lab No Borehole Depth Sample

SAMPLE DATA : 18-1690-06 : 17947-D :3 : 0.9-2.4m : JC007

""'CJ"

3/8" 1/2" 3/4" 1" 1.5" 2" 3"


% Sand % Fines

Course Medium Fine Silt r 23 8 13 17 1

GRAIN SIZE DISTRIBUTION Client: Ainley

Project: 18523-1

GRAVELLY SAND Location: Brighton

Clay 5

Some Silt,Trace Clay Date:May 14,2018 !Moisture Content 16.3%

+)) SNC • LAVALIN


1164 Clyde Court


,� (613) 389-178 a (613) 389-4204

Grain Size Analysis Test Report Project No.: 18-1690-06 Project Description: Lab Testing Date: Jun01,2018 Project Location:

ISAMPLE DATA I Material: Soil Date Sampled: May 14, 2018 Time Sampled: Sample Type: Borehole Sample Location: JC012 BH#6 0.07-0.75M Lot: Source: Sampled By:

ILAB DATA

Lab No.:

Specification:

Ainley Client

I 17947-E

OPSS, Granular A

!PARTICLE ANALYSISTEST Sample Specification

Percent Crushed: 60

% Asphalt Coated: 30

% Flat and Elongated

Comments: Moist ure Content is 2.6%

Sample: 100

90

p 80

Sublot:

Date Tested: Jun 01, 2018

I IWASH PASS 0.075mm

I TEST I Sample I !Wash Pass 0.075 mm: I I !FINENESS MODULUS

I 2.10

Specs:

/


Sieve Percent Passing Sizes(mm) Sample Specification150.0 -

100.0 -

75.0 -

53.0 -

50.0 -

37.5 -

26.5 100 100 - 100 25.0 -

19.0 92.9 85 - 100 16.0 -

13.2 80 65 - 90 9.5 73.2* 50 - 73 6.7 -

I 4.75 57* 35 - 55 Specs I 2.36 -

I 2.00 -

1.18 41.7* 15 - 40 I 0.600 -

0.425 -

0.300 24.8* 5 - 22 0.150 -

0.075 7.2 2 - 10 • indicates Out of Specification

/ I/ / I

/ /

/ V I

/' ,l// /

R 70 / ;' /

C ,,f' E 60 /'/" N v/"/---T

---::::.::---/· 50---/ .. -····

I p ........... :...--

... ---:-:---···· V A 40 /

...-'°':::.-/·-I

s /

/

.-· -·s __ .,,.,._ /

•'

30I /<>··· /

N _.,/<��--.-· ,.

20•'

�r,:::-::=;-··· ,•

-· /

10 >"' ;;>

'"' _____ .....................

- - -·. -··-·· -- --

V ' - ·-

09.5 /'.2 19.0 0075 0.150 0.425 0.600 1.18 2.00 4.75 6.7 25.1 37.5 53.

/ 75.0 100.0

16.0 Data presented hereon is for the sole use of the stipulated client SNCL 1s not responsible, nor can be held liable. for use made of this repc:,t by any other party, with or wii::t

1the

/� knowledge of SNCL The tes�ng S8f'Vlces reported herein have been perfcrmed by a SNCL technician to recognized industry slandsds, unless otherwise noted No other w nty is made This data does not include or re?'esent any interpretation or opinion of specifica�on compliance or material suitability Should engineering interpretation be req..ired, ISNCL will provide ii upon written request Project Manager:,&.ffi'rk McClelland, C.E.T

Infrastructure

0

10

20 pE

30 R

40 EN

50 T

R 60 E

T70AI

N

80 ED

90

100 150.0

@

�;��VAIJN

CLAY & SILT

GRAIN SIZE IN MICROMETERS

100

90

80

-

- -

- --

2µm 3µm

- --

--

- -

- ,_,_

4jJm 5µm

-

- - -

� -

10µm

- -

� -

SNC-LAVALIN


SAND

Fine

30µm 40µm 75µm 150µm

20µm 53µm 106µm

- -

300µm

250µm 425µm

- -V

- , __ -

I- � -

- ,_ f-- -

Medium Coarse

SIEVE DESIGNATION (Metric) 600µm 1.18mm 2.36mm

850µm 2.0mm 4.75mm

- - - -

- -

- - -

GRAVEL

Fine Coarse

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

-- - - -- -

-- - --f---- - --

� , __ -

- ·- �- -- - -- - -

I- - - - - - - -

70 - -

(9 60 --z

- -

f-- -z w -w

40 -

--30 -

20 -

10 � -

0

1 2

% +3"

SNC-LAVALIN 1164 Clyde Court Kingston, Ontario K7P 2E4

- �-

- ·-

, -�

I- �-

-

- f--

,-- � -.

- � -f--

-

f--

"'"' ...... I-'"' """' _..,.

-

-

--

-- .

--

-·

-

-

-

-

-

-

7 l7

-

-· ,--

I- -

�

-

,_

-

j_� -

- -

-f--

- -- �l - -

.,, ,, - - --

,/ """'

--

-

-

- -

3 4 5 10 20 30 40 270 200 140 100

% Gravel Course I Fine Course

0 I 1 1

-- -

- -

-

- -

- -

-

-

-

60 50 40

- - - -

- - -- - - -

- - - -

- - -- -

- - -

- ·- - - - -

- - - -

- -- - -

- - SAMPLE DATA -� Job : 18-1690-06

Lab No : 17947-F -Borehole :7- - Depth : 0.6-1.Sm

- - Sample : JC013

..• 30 20 16 10

B 4 3/8" 1/2" 314" 1" 1.5" 2"


% Sand % Fines Medium I Fine Silt I

2 I 41 48 I

GRAIN SIZE DISTRIBUTION Client: Ainley

Project: 18523-1

SILT SAND Location: Brighton

-

-

-

-

3"

Clay 8

Trace Clay,Trace Gravel Date:May 14,2018 !Moisture Content 18.1%

bN:tVAIJN SNC-LAVALIN

('.) z

Q_

z

Q_


SAND

CLAY & SILT

Fine Medium Coarse


GRAVEL

Fine Coarse

4µm 30µm 40µm 75µm 150µm 300µm 600µm 1.18mm 2.36mm 13.2mm 26.5mm 53.0mm 75.0mm


90 �� -1· 1-

80

1-- ,_

I I 1----t-l -1�1 I I I __J __

70 J-..--- 1-1-1

50 1 -

40

30 � -

20

,_ --1-- 1 -

10 - l__.._j

I-- I - -I I I· -

- -1- 1 - I - -•-

1-- 1- 1 I �

e-- , _

I� L-

- I· I - --I I-

Job Lab No Borehole Depth Sample

-1--1 1--

�I- --I I_,

I· -I -1-

�

SAMPLE DATA : 18-1690-06 : 17947-G :7 : 1.8-3.0m : JC014

I

l--4-

I I I I 11111 11111 I I I I 11111 I I I I I I I I I I I 11 'd· 1 0

3/8" 1/2" 3/4" 1" 1.5" 2" 3" 4 5 10

% +3" % Gravel

0 tCourse

20 30 40 210 200 140 100

Fine Course

0 0

60 50 40 30 20 16 10 8


% Sand % Fines

Medium T Fine Silt T 1 15 62 1

Client: Ainley

'I

SNC-LAVALIN Project: 18523-1 1164 Clyde Court Kingston, Ontario K7P 2E4 Location: Brighton

Clav 22

GRAIN SIZE DISTRIBUTION

CLAY

With Silt, Some Sand Date:May 14,2018 !Moisture Content 21.7%



1164 Clyde Court


,� (613) 389-178 5 (613) 389-4204

Grain Size Analysis Test Report Project No.: 18-1690-06 Project Description: Lab Testing Date: Jun 01, 2018 Project Location: !SAMPLE DATAMaterial:Date Sampled:Time Sampled:Sample Type:Sample Location:Lot:Source:Sampled By:

!LAB DATA

I Soil May 14, 2018

Borehole JC016 BH#8 0.5-0.75M

Sublot:

Ainley Client

I Lab No.: 17947-H Date Tested: Jun 01, 2018 Specification: OPSS1010, Granular B Type I

!PARTICLE ANALYSISTEST Sample Specification

Percent Crushed: % Asphalt Coated: 30

% Flat and Elongated

Comments: Moisture Content is 2.0%

100

90

p 80 E R 70

60 N

T 50

p A 40 s

s 30

N ' G 20 '

' 10, ,/ ,,,-

.I

'

' ' '

,. ...... ---

-· ·-·.

'

Sample:

' '

' '

'

_,,,,,, /-----

-- -· ·-··· -·

/

/ /

/

.,..,.,.,,"

,,,,,/

------· ---·····

/ ,. /

/

/ //

/

--· _ .. ------

I !WASH PASS 0.075mm TEST

Wash Pass 0.o75 mm:

'FINENESS MODULUS

Specs: /

/

____ ..... -"

..... ----.. -_,,-

,,,, ...

/

-----·--

... .. ... --"

... --"

I I Sample I Specs I

I I I

I 1.78 I

/ /

/

/ /

/ /

/

/

/

1........-



150.0 100 100 - 100 100.0 -

75.0 53.0 -

50.0 -

37.5 -

26.5 100 50 - 100 25.0 -

19.0 -

16.0 -

13.2 -

9.5 -

6.7 -

4.75 56 20 - 100 2.36 -

2.00 -

1.18 42.7 10 -100 0.600 -

0.425 -

0.300 23.7 2 - 65 0.150 -

0.075 5 0-8* Indicates Out of Specification

/

// /

/

/ /

/ /

/

/ /

/

-- ' O, O.Q75 0.150 0.425 0.600 1.18 2.00 4.75 6.7 9.5

X 19.0

21 37.5

/0 75.0 100.0

16.0 Cata presented hereon is for.the sole use of the stipulated client SNCL is not responsible, nor ca� be held liable, for use made of this repoct by any other party, with or wit�{/he

/� knowledge of SNCL The testing services reported herein have been performed by a SNCL techmetan to recognized industry standards, unless otherwise noted No other w1r1 nty is made. This data does not include or re?"esenl any interpretation or opinion of specification compliance or material suitability. Should engineering interpretation be requred,

/ 0 /

/ 10

20 p E

30 R

40 E N

50 T

R60 E

T 70Ai

N

80 E

90

100 150.0

SNCL will provide 1f upon written request Project Mana,9er_;,,Mark McClelland, C.E.T £/

Infrastructure @

�=?�VAIJN SNC-LAVALIN

C)

w

w


SAND CLAY & SILT

Fine Medium Coarse


GRAVEL

Fine Coarse



90

80

70

60

40

30

20

10

0

- --+- ---I I -

-I 1 -1 -1 1--1 1 -1 -1-------1 -I -I -l--1 I -1 - I I 1 -1 -I I- I

1-I I I I

-1llll 4 5

,_ -

___J - -1· , _, f-

-I -1- 1-----1-1-1-11- I- ---1

•- I I· 1 ---1- • -

f- I-

---

1- ---'-

1 11 11 I I I 1 11111 I I I I I 10 20 30 40 270 200 140 100 60 50

I -1- I - - I

I I I I I 40 30 20 16 10 B

1-1-

Job Lab No Borehole

-• Depth Sample

I �

SAMPLE DATA : 1 8-1690-06 : 17947-1 :9

: 0.9-2.0m : JC002

---I· I I

=

3/8" 1/2" 3/4" 1" 1.5" 2" 3"


% Gravel % Sand Course Fine Course Medium Fine

% +3" % Fines

Silt 1 4 8 7 7 2 24 I

Client: Ainley

SNC-LAVALIN Project: 18523-1 1164 Clyde Court Kingston, Ontario K7P 2E4 Location: Brighton

Clay 48


CLAY

With Silt, Some Sand,Some Gravel Date:May 14,2018 I Moisture Content 20.9%

�=?�VAllN SNC-LAVALIN

'-"


SAND CLAY & SILT

I I Coarse Fine Medium


GRAVEL

Fine I Coarse



----l-. ,_, 90 +- --I- -I I -l-1

80

70

60

50

40

30

20

10 +-

% +3"

-1- I --+------I 1-1 I ----f- I ,_,

1----l-

• --l -1 1 -1 I -l- 1· 1 -1 1·

-•-+--

4 5 10

% Gravel

Course

9

-I 1-1· ,_, • -

20 30 40 270 200 140 100

Fine Course

11 4

, _ , _ I - I I -

+ • - 1--

I- I- l�I - I-• --

�- -

-•·

Job

I---,

I l-1 -I

-• -I - • _, -·

-I I I ----t •�

SAMPLE DATA : 18-1690-06

: 17947-J

:10

Lab No Borehole Depth Sample

: 1.8-3.0m

: JC004 11 1 1 1 1 1 '

2.� 1 11 60 50 40 30 20 16 10 8 3/8" 1/2" 3/4" 1" 15" 2" 3"


% Sand % Fines

Medium Fine Silt

9 13 53

Client: Ainley

SNC-LAVALIN Project: 18523-1 1164 Clyde Court Kingston, Ontario K7P 2E4


SILT

With Gravel, With Sand

Location: Brighton

Gia

0

Date:May 14,2018 I Moisture Content 9.8%

Job# :

Project Client:

Project :

Location :

Specimen#

17947-A 17497-D 17497-G

60

50

40

x-w C

� 30 �

a. 20

10

0 0

18-1690-06 Ainley 18523-1 Brighton Boreholes

Sample#

JC009 JC007 JC014

�-····

-····· ........ ---

SNC-LAVALIN

PLASTICITY CHART

I

Depth LL%

1.8-3.0M 28.0 0.9-2.4M 30 1.8-3.0M 46

I

I

I

i

. .... ,

-······ ··-···· ····-·-·

! i

I

CL or OL I

!

14.f> I

TEST RESULTS

PL%

13.5 16 22

I

i

I

...........

I

'

Pl

14.5 14 24

• 1794 7-A JC009

WL=50

... .. ··-·"

• 2L

Fines W%

+

CH or OH

! I

I

I

I •··

!

I

I

I

MH or OH

I !

CL-ML / I ! I

I

ML or OL I

10 20 30 40 50 60 70

LIQUID LIMIT, LL

•)) SNC• LAVAI..IN

Lab# : 17947 Technician : cos

Manager JU Date : 14/5/2018

Classification Remarks

CL Moisture 37.5% CL Moisture 16.3% CL Moisture 21.7%

I

I

I

·•· I 'A' Line Pl = 0.73(LL-20}

I

I

I

80 90 100

municipality of brighton€¦ · stem augers were used to complete the boreholes with grab sampling...

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