metropia (notion road) limited partnership · project number brm-00229573-c0 prepared by: exp...

Metropia (Notion Road) Limited Partnership

Preliminary Geotechnical Investigation

Proposed Pickering Design Centre Development

1856 Notion Road

Pickering, Ontario Project Number BRM-00229573-C0

Prepared By:

Exp Services Inc. 220 Commerce Valley Drive West Suite 500 Markham, Ontario L3T 0A8 Canada

Date Submitted November 16, 2017

TABLE OF CONTENTS

1. Introduction 1

2. Site Description 2

3. Regional Geology 3

4. Previous Geotechnical Investigation 4

5. Field Work 5

6. Subsurface Conditions 6

Topsoil ............................................................................................................ 6

Fill………….. ................................................................................................... 6

Sandy Silt ........................................................................................................ 6

Clayey Silt ....................................................................................................... 7

Silty Clay ......................................................................................................... 7

Silt………………. ............................................................................................. 9

Silt Till…….. .................................................................................................. 10

Sandy Silt Till / Sand and Silt Till .................................................................. 10

Sand .............................................................................................................. 10

Groundwater ................................................................................................. 10

7. Laboratory Testing 13

8. Engineering Discussion, Conclusions and Recommendations 14

8.1 General ......................................................................................................... 14

8.2 Building Foundation and Settlements ........................................................... 14

8.2.1 Settlement Analyses due to Pre-Loading ........................................... 14

8.2.2 Shallow Foundations Following Preloading ........................................ 16

8.2.3 Deep Foundations .............................................................................. 18

8.2.3.1 Augered Concrete Caissons ........................................... 18

8.2.3.2 Helical Piers .................................................................... 19

8.3 Excavations and Backfill ............................................................................... 19

8.4 Dewatering .................................................................................................... 20

8.5 Earth Pressure on Shoring ............................................................................ 20

8.6 Lateral Earth Pressure .................................................................................. 21

8.7 Permanent Drainage and Subfloor Drainage System ................................... 21

8.8 Floor Slab Construction ................................................................................. 22

8.9 Sewer and Watermain Support ..................................................................... 22

8.10 Monitoring and Further Investigation ............................................................. 23

8.11 Internal Roadways ........................................................................................ 23

9. General Comments 25

Appendices

Appendix A: Drawings 1 to 4

Appendix B: Notes on Soil Description

Appendix C: Borehole Logs (Drawings 5 to 30

Appendix D: Consolidation Tests Results

Appendix E: Figures 1 to 6

Appendix F: Settlement Analyses

Preliminary Geotechnical Investigation -


Pickering Parkway and Notion Road, Pickering, Ontario BRM-00229573-C0

1

1. Introduction

This report presents the results of a preliminary geotechnical investigation carried out at 1856 Notion Road in

Pickering, Ontario. The work was authorized by Ms. Kristy Shortall of Metropia.

The project consists of constructing a mix of traditional and back-to-back townhouse units and the associated

roads and utility services. Details about the type of structures, their foundations and loads imposed were not

available at the time of the preparation of this report. In addition, an Open Space/Park Block with an area of

4,877.5 m² is proposed at the east end of the townhouse complex.

The purpose of this preliminary geotechnical investigation was to determine the subsurface soil and groundwater

conditions at the above captioned site and, based on an assessment of the factual borehole and test pit data, to

provide preliminary geotechnical engineering recommendations for the design and construction of the proposed

development.

The comments and recommendations given in this report assume that the above described design concept will

proceed into construction. If changes are made either in the design phase or during construction, this office

must be retained to review these modifications. The result of this review may be a modification of our

recommendations or it may require additional field or laboratory work to check whether the changes are

acceptable from a geotechnical viewpoint.




2

2. Site Description

The project site is located at 1856 Notion in Pickering, Ontario. The property is located on the southwest corner

of Pickering Parkway and Notion Road. The site is rectangular in shape and covers an area of approximately

31,363 m2.

The site is currently vacant with several fill stockpiles and treed areas. The site is bounded by an existing

shopping center to the west and south, Pickering Parkway to the north, and Notion Road to the east.




3

3. Regional Geology

Review of geologic information available for the area indicates that the subject site is in the general

physiographical region known as the Iroquois Plain which is underlain by former glacial Lake Iroquois deposits.

The abandoned old shoreline of post-glacial Lake Iroquois, formed as the last glaciers withdrew from the region

about 10,000 years ago, lies about 10 km inland from the present Lake Ontario shoreline. The wave-washed

Iroquois Plain is characterized by gently rolling, bevelled till plains with flat sand and clay plain areas that formed

as lake bed deposits in Lake Iroquois.

The deposits of Lake Iroquois are relatively recent in geological terms and where the stratified silts and clays of

Lake Iroquois occur, their bearing resistance is limited since these deposits were not overridden by glacial ice

and are, therefore, not preconsolidated.

The fine-grained deep-water deposits are of limited extent, generally located in depressions between drumlin

ridges on the surface of the Leaside Till. The Leaside Till is characterized as silty sand soils with relatively high

percentage of clay-size particles (around 20% to 30%). These deposits are pre-consolidated and generally

provide satisfactory foundation conditions. Discontinuous lenses of sand and gravel may be encountered within

the till but are not common. In excavations, limited flows of ground water may be encountered in these lenses

and large boulders are expected to be prevalent. (Ontario Geological Survey – Report 46).




4

4. Previous Geotechnical Investigation

Two previous geotechnical investigations were carried out at the site in November 2006 and March 2007 by

Toronto Inspection Ltd titled ”Proposed Retail, Pickering Parkway & Notion Road, Pickering, Ontario” and

“Additional Geotechnical Investigation, Pickering Parkway & Notion Road, Pickering, Ontario”. The findings of

the investigations were documented in reports references as Report No: 1820-06-G-BRA-C dated November 24,

2006 and 1820-07-G-BRA-D dated March 12, 2007.

Seventeen (17) boreholes were drilled for the above investigations to depths of about 6.6 to 15.4 metres below

existing grade. The boreholes encountered 0.5 to 2.6 m thick fill underlain by native deposits of sand, clayey silt,

silty clay, sand and silt, and sandy silt till. Groundwater levels ranged from 1.6 to 5.4 metres below existing

grade.




5

5. Field Work

The fieldwork for the geotechnical investigation was carried out between August 2 and September 22, 2017.

The investigation included twenty-six (26) boreholes (numbered BH301 to BH322, BH301A, BH311A, BH314A,

and BH318A) were advanced to depths of approximately 3.7 to 15.9 metres below existing grade at the locations

indicated on the attached Borehole Location Plan (Drawing No. 1, Appendix A).

The boreholes were advanced using a track-mounted drill rig equipped with continuous flight, hollow stem

augering equipment and standard soil sampling equipment. All equipment was owned and operated by a

specialist drilling contractor.

The field work was conducted under the supervision of a qualified member of our geotechnical engineering staff.

The field technician examined, classified and recorded the soils encountered in the boreholes, including the

presence of fill materials; made groundwater observations during and upon completion of the drilling; recorded

observations of borehole construction, and processed the recovered samples. Representative samples of the

overburden were recovered at frequent depth intervals for identification purposes using a conventional split

spoon sampler or ‘Shelby’ tubes. Standard Penetration Tests were carried out simultaneously with the sampling

operations. In addition, in-situ Field Vane Tests were performed to assess the shear strength characteristics of

the cohesive substrata.

Water levels were observed in the open boreholes during the fieldwork. In addition, monitoring wells were

installed in fourteen (14) boreholes to establish the short term stabilized groundwater levels at the site. The

monitoring wells were installed in accordance with the Ontario Water Resources Act, R.R.O. 1990, Ontario

Regulation (O. Reg.) 903 – Amended to O. Reg. 128/03.

All recovered soil samples were logged in the field, carefully packaged and transported to the laboratory for more

detailed examination and classification. In the laboratory, the samples were classified as to their olfactory, visual

and textural characteristics.

The location and ground surface elevation of the boreholes were determined in the field by exp. Ground surface

elevations at the borehole locations were derived from Can-Net Elevations with the use of a Trimble TSC3

Controller.




6

6. Subsurface Conditions

The detailed soil profile encountered in the boreholes and the results of laboratory moisture content testing are

indicated on the attached borehole logs (Drawing No. 5 to 30, inclusive in Appendix C). They include textural

descriptions of the subsoil at each location along with the other results of the field-testing program.

It should be noted that the soil boundaries indicated on the borehole logs are inferred from non-continuous

sampling and observations during drilling. These boundaries are intended to reflect transition zones for the

geotechnical design and should not be interpreted as exact planes of geological change. The “Notes on Sample

Descriptions” preceding the borehole logs are an integral part of and should be read in conjunction with this

report.

The stratigraphy at the site, as revealed in the sampling completed within the boreholes, is generally comprised

of a surficial topsoil layer underlain by fill overlying native deposits of sandy silt, clayey silt, sandy silty clay / silty

clay, silt, silt till, sandy silt till, and sand.

A brief description of the soil profile, in general order of depth (listed in metres below grade, unless otherwise

noted), follows:

Topsoil

Topsoil was encountered at surface at Boreholes 301 to 309, 311, 312, 317, and 322. The thickness of the

topsoil ranged from 20 to 150 mm thick. The topsoil was dark brown in colour and contained organic matter.

It should be noted that the thickness and composition of topsoil can vary greatly across a site. The thicknesses

shown on the borehole logs are based on localized information and should not be used for estimation purposes

(i.e. cut/fill quantities, etc.). A test pit investigation is recommended if accurate quantities are required for

budgeting purposes.

Fill

Fill was encountered at the surface of Boreholes 310 and 313 to 315, and below the topsoil in Boreholes 301,

302, 304, 305, 307, 309, 311, 312. The fill extended to depths of between approximately 0.7 metres and 5.1

metres. The fill generally comprised dark brown to grey sand to clayey silt with trace gravel. Organic matter and

rootlets were noted within the upper zone of the fill. The moisture conditions encountered revealed that the fill

was moist to wet with the natural moisture contents of the recovered samples ranging between 7 and 26%. The

inferred thickness of the fill is shown on Drawing No.2 (Appendix A) attached to this report.

Sandy Silt

A discontinuous sandy silt layer was contacted below the topsoil in Borehole 306. The sandy silt layer contained

some clay and trace gravel. Organics were noted in the layer. Based on the Standard Penetration N-value of 9,

the sandy silt was loose.

The sandy silt deposit extended to a depth of 1.5 metres. The in-situ moisture content of the sample retrieved

was from 21%, indicating a wet condition.




7

Clayey Silt

Clayey silt was encountered at the surface in Boreholes 316, 320, and 321, below the fill in Boreholes 301, 302,

307, 309, 310, 313, 314, and 315, and the topsoil in Boreholes 303, 308, and 322. The clayey silt deposit

extended to depths of about 0.9 metres to 4.5 metres. The clayey silt was brown to grey in colour and in some

boreholes contained trace sand and gravel. Based on the field vane tests and Standard Penetration Test (SPT)

“N” values, the clayey silt was found to be firm to very stiff in consistency. The clayey silt deposits were moist,

with the natural moisture contents of the recovered samples ranging from 15 to 23%.

A second layer of clayey silt was encountered in Boreholes 315, 318, 321, and 322. The second clayey silt layer

began between approximately 4.4 to 9.0 metres and extended to depths of approximately 6.0 to 9.8 metres. The

second clayey silt layer was grey in colour and contained trace to some sand and trace gravel. The second

clayey silt layer was soft to very stiff in consistency based on the field vane tests.

Test results of the Grain Size Analyses, conducted on the select samples of the clayey silt deposit are plotted in

Figure No. 1 in Appendix E. The results revealed 0 to 3% gravel, 15 to 33% sand, 32 to 60% silt, and 23 to 39%

clay.

Silty Clay

At the surface of Boreholes 318 and 319 and underlying the sandy silt, clayey silt, or fill in all remaining boreholes

except Boreholes 303 and 313, a major deposit of silty clay was encountered throughout the site. This deposit

extended to depths of approximately 3.2 and 9.8 metres, and to the termination depth of boreholes of about 3.7

metres in Borehole 317. Based on the field vane tests, the silty clay was very soft to very stiff in consistency.

The natural moisture content ranged from 20% to 41%, indicating moist to wet conditions.

The undrained shear strength (Su) of the cohesive deposits was measured in the field using a shear vane. The

in-situ shear strength of the cohesive strata ranged from 10 kPa to >100 kPa. Detailed results of the measured

values are presented in the following Table 2.

Table 2: Undrained Shear Strength of the Cohesive Deposits

Test Location Measured Undisturbed Shear Strength (kPa)

Measured Disturbed Shear Strength (kPa)

Sensitivity

BH Depth b.g. (m)

301

2.4 50 15 3.3

4.2 35 10 3.5

5.7 20 10 2.0

302

4.0 >100 N/A N/A

5.6 30 15 2.0

7.7 20 15 1.3

9.4 60 40 1.5

304 5.6 30 15 2.0




8



Sensitivity

BH Depth b.g. (m)

7.1 60 20 3.0

305 1.0 >100 N/A N/A

2.5 10 5 2.0

306

1.0 >100 N/A N/A

4.0 20 10 2.0

5.6 30 15 2.0

7.1 20 10 2.0

307 4.2 20 10 2.0

5.7 >100 N/A N/A

308 4.8 15 10 1.5

309

5.0 40 20 2.0

6.5 25 10 2.5

8.0 >100 N/A N/A

310 3.1 80 25 3.2

311

3.3 80 40 2.0

4.8 >100 N/A N/A

6.5 15 15 1.0

312 4.2 >100 N/A N/A

314 2.7 >100 N/A N/A

4.2 50 20 2.5

315

1.0 15 7 2.1

3.4 30 10 3.0

5.0 20 10 2.0

6.5 40 15 2.7

316 1.1 45 10 4.5

2.7 30 10 3.0

317 1.1 20 10 2.0

2.7 25 10 2.5

318

1.0 30

10 3.1

2.7 45 15 2.5

4.2 50 20 2.4




9



Sensitivity

BH Depth b.g. (m)

5.6 15 15 1

7.1 >100 N/A N/A

319

1.0 35 8 4.2

2.7 50 20 2.4

4.2 40 15 2.3

5.6 60 25 2.3

320

1.0 >100 N/A N/A

2.7 60 20 2.9

4.2 30 20 1.6

321

1.0 50 10 3.9

2.7 55 20 2.7

4.2 15 8 1.9

5.6 >100 N/A N/A

322

1.0 >100 N/A N/A

2.7 70 30 2.2

4.2 30 10 2.6

5.6 20 15 1.2

7.1 30 10 3.1

8.7 15 5 2.8

In general, greater than 100 kPa of shear strength was measured in the firm to stiff cohesive layers (mainly

clayey silt), whereas in the very soft to soft silty clay the average in-situ shear strength was 36 kPa.

The preconsolidation pressures estimated from the in-situ shear vane tests compared with the existing effective

stresses indicate that the very soft to soft silty clay deposits are not or only marginally are preconsolidated.

Silt

Underlying the silty clay in Boreholes 304 and 312, a silt deposit was encountered, extending to depths of about

5.9 metres to 10.3 metres. The silt deposit contained trace sand and clay, and existed in a compact to very

dense state of compactness. The natural moisture contents of the silt deposit ranged from 12% to 17%,

indicated moist to wet conditions.

Test result of the Grain Size Analysis, conducted on a select sample of the silt deposit is plotted in Figure No. 2

in Appendix E. The result revealed 0% gravel, 33% sand, 58% silt, and 7% clay.




10

Silt Till

A silt till layer was contacted below the silty clay in Borehole 306, extending to a depth of about 12.2 metres. The

silt till contained some sand, trace to some clay, and trace gravel. Based on the Standard Penetration Test

results, the silt till existed in a compact to dense state of compactness. Moisture contents of the soil samples

obtained from this deposit was between 8% and 10%, indicating moist conditions.

Test result of Grain Size Analyses, conducted on the select samples of the silt till deposit are plotted in Figure

No. 2 in Appendix E. The results revealed 0 to 1% gravel, 17 to 18% sand, 64 to 81% silt, and 1 to 18% clay.

Sandy Silt Till / Sand and Silt Till

Below the silty clay, clayey silt, silt, or silt till, a major sandy silt to sand and silt till was encountered. This deposit

extended to depths of about 14.4 metres and 8.5 metres in Boreholes 302 and 308, respectively, and to the

termination depth of boreholes in all remaining boreholes. The sandy silt till deposit contained trace to some clay

and trace gravel. Shale fragments and wet sand layers were noted within the deposit. Based on the Standard

Penetration Test results, the sandy silt till / sand and silt till existed in a compact to very dense state of

compactness. The natural moisture contents of the deposit ranged from 4% to 21%, indicating damp to wet

conditions.

A lower sandy silt till deposit was encountered below the sand in Borehole 308 at a depth of 12.9 metres,

extending to the termination depth of borehole. The lower sandy silt till was grey in color and contained trace

clay and gravel. Based on the Standard Penetration N-value of 67, the compactness of the deposit was very

dense. The natural moisture content was 13%, indicating moist condition.

Test results of Grain Size Analyses, conducted on the select samples of the sandy silt till / sand and silt till

deposit are plotted in Figure No. 2 in Appendix E. The result revealed 0 to 4% gravel, 36 to 40% sand, 50 to

55% silt, and 3 to 10% clay.

Sand

A sand stratum was encountered below the sandy silt till in Boreholes 302 extending to the termination depth of

borehole at a depth of 15.8 m. Sand was also encountered in Borehole 308 between depths of 8.5 m and 11.9

m. The sand contained trace to some silt and trace clay. Based on the Standard Penetration N-value of 29 to

43, the compactness of the deposit was compact to dense. Moisture contents ranged from 12% to 14%,

indicating wet conditions.

Test results of Grain Size Analyses, conducted on the select samples of the sand stratum are plotted in Figure

No. 2 in Appendix E. The results revealed 0 to 2% gravel, 85 to 96% sand, and 4 to 13% silt and clay.

Groundwater

Groundwater conditions were observed in the open boreholes during the fieldwork and in fourteen (14)

monitoring wells installed in Boreholes 301A, 302, 305, 306, 307, 311A, 314, 314A, 316, 318A and 319 to 322.

Short-term groundwater measurements are included in the attached borehole logs.




11

Upon completion of drilling, groundwater levels were measured ranged from 0.0 to 8.2 metres in Boreholes 301,

301A, 302, 304 to 311, 312 to 316 (including 314A), 318, 318A, 319, and 322. The high groundwater levels

measured at 0.0 and 0.9 metres in Boreholes 307 and 314, respectively, were the result of drilling mud

introduced into the borehole during the drilling. The five (5) remaining boreholes remained dry. The

groundwater table in the monitoring wells was measured on August 30, 2017, on September 22, 2017 and on

October 4, 2017. On October 4, 2017, the groundwater level in the monitoring wells ranged from 0.00 to 4.50

metres. The monitoring well installed in Borehole 320 remained dry. The observed groundwater level for the

boreholes are shown in Table 3 below.

Table 3: Groundwater Levels at Borehole Locations

Borehole

No.

Groundwater

Level below

Existing Grade

upon Completion

(m)

Groundwater Level

below Existing

Grade in Monitoring

Well on August 30,

2017 (m)

Groundwater Level

below Existing

Grade in Monitoring

Well on September

22, 2017 (m)

Groundwater Level

below Existing

Grade in Monitoring

Well on October 4,

2017 (m)

BH 301 5.03 - - -

BH 301A Dry 2.31 2.63 3.00

BH 302 2.03 3.55 3.68 3.72

BH 303 Dry - - -

BH 304 6.71 - - -

BH 305 2.3 0.96 1.06 1.19

BH 306 6.75 1.84 1.89 1.94

BH 307 0.00 (Drilling Mud) 0.37 0.76 0.51

BH 308 8.23 - - -

BH 309 3.96 - - -

BH 310 7.01 - - -

BH 311 2.03 - - -

BH 311A Dry 3.92 4.05 4.50

BH 312 3.81 - - -

BH 313 7.01 - - -

BH 314 0.90 (Drilling Mud) 2.68 2.82 2.91

BH 314A 2.30 2.04 2.18 2.35

BH 315 7.01 - - -

BH 316 7.45 0.28 0.46 0.63

BH 317 Dry - - -

BH 318 4.56 - - -

BH 318A 3.66 - 3.50 0.55




12

Borehole

No.

Groundwater

Level below

Existing Grade

upon Completion

(m)

Groundwater Level

below Existing

Grade in Monitoring

Well on August 30,

2017 (m)

Groundwater Level

below Existing

Grade in Monitoring

Well on September

22, 2017 (m)

Groundwater Level

below Existing

Grade in Monitoring

Well on October 4,

2017 (m)

BH 319 5.79 - 3.97 0.00

BH 320 Dry - Dry 2.11

BH 321 Dry - 0.12 0.46

BH 322 7.00 - 1.50 1.52

Seasonal fluctuation of the groundwater levels at the site should also be anticipated.




13

7. Laboratory Testing

The laboratory-testing program consisted of the following:

• Natural moisture content tests on all recovered samples, with results presented on the Log of Borehole

sheets (Drawing No. 5 to 30 inclusive in Appendix C).

• Grain size analyses were completed on selected samples. The results are presented in Appendix E.

• Atterberg Limits tests were conducted on the select samples of the silty clay deposit. The results are plotted

in Figure No. 3 in Appendix E. The tests revealed that the silty clay deposits have Liquid Limits ranging from

26% to 41%, Plastic Limits between 12.9% and 22.2%, and Plasticity Indices from 10.4% to 22.6%.

• Unit weights were completed on a total of five (5) samples from selected boreholes. The results are

included as part of the consolidation tests in Appendix D.

• Unidimensional consolidation tests were completed on a total of five (5) samples obtained from selected

boreholes. The results, which are presented in Appendix D, are summarized in Table 1 below:

Table 1: Unidimensional Consolidation Tests Results

BH

an

d S

am

ple

ID

De

pth

(m

) fr

om

-to

Un

it W

eig

ht

γ d

ry

(kN

/m³)

Ex

isti

ng

Av

era

ge

Eff

ec

tiv

e S

tre

ss

(σ0)

kP

a

Ap

pa

ren

t

Pre

co

ns

oli

da

tio

n

Pre

ss

ure

(σ

’ 0)

kP

a

Init

ial

Vo

id R

ati

o

(e0)

Co

mp

res

sio

n

Ind

ex

(C

c)

Re

co

mp

res

sio

n

Ind

ex

(C

r)

BH 301A TW 2

3.3 – 3.9 19.4 68 150 0.896 0.2746 0.0299

BH 301A TW 3

4.6 - 5.2 18.1 81 150 1.252 0.4805 0.0465

BH 302 TW 7

6.1 – 6.7 19.2 91.5 125 0.911 0.2702 0.0304

BH 306 TW 3

2.3 – 2.9 20.3 44.5 125 0.774 0.2192 0.0204

BH 308 TW 5

3.0 – 3.7 18.6 37 175 1.101 0.3898 0.0482




14

8. Engineering Discussion, Conclusions and Recommendations

8.1 General

The project consists of constructing a mix of traditional and back-to-back townhouse units and the associated

roads and utility services. Details about the type of structures, their foundations and loads imposed were not

available at the time of the preparation of this report. In addition, and Open Space/Park Block with an area of

4,877.5 m² is proposed at the east end of the townhouse complex.

Based on the results of the previous investigations, strip and/or spread footings on improved soils by pre-loading

of the site is the preferred foundation solution. This report provides recommendations for soil improvement and

subsequent foundation design with associated settlements for the proposed structures.

As identified previously, the soils in this site are generally comprised of a surficial layer of fill or native loose sand

and firm to stiff clayey silt deposits underlain by variable thickness of very soft to soft silty clay followed by

compact to very dense sandy silt till.

8.2 Building Foundation and Settlements

8.2.1 Settlement Analyses due to Pre-Loading

Drawing No.4 in Appendix A shows the inferred thicknesses of the compressible strata throughout the site.

Based on this, it appears to be that a vast area of the site in underlain by 5 to 6 m of compressible soils. For our

analyses, two soil profiles were created which, we believe, that with exception of the northeast corner of the site,

might be considered representative to the site conditions. As summarized below, Profile A characterizes a

basically 4-layer stratigraphy, in which the 6 m thick very soft to soft cohesive stratum was subdivided in

accordance with its variable compressibility. Profile B consists of 3 main strata with a 4 m thick very soft to firm

cohesive deposit, which was subdivided based on its compressibility.

Profile A:

Depth Below

Grade (m) Soil Stratum

γ sat

(kN/m³)

γ dry

(kN/m³)

E

(MPa)

Su

(kPa)μ Cc Cr

Cv

(cm²/sec)Ca

σ’p

(kPa)e0

0 -1.5 Loose Silty Sand or Fill 19 17 5 - 0.2 - - - - - -

1.5 – 3.0 Very Soft to Soft Silty Clay 21.5 20.3 - 40 0.45 0.2192 0.0204 0.00297 0.007 125 0.77

3.0 - 4.0 Very Soft to Soft Silty Clay 20 18.6 - 30 0.45 0.3898 0.0482 0.00387 0.012 160 1.1

4.0 -5.5 Very Soft to Soft Silty Clay 19.8 18.1 - 30 0.45 0.4805 0.0465 0.00206 0.015 145 1.25

5.5-7.5 Very Soft to Soft Silty Clay 20.4 19.2 - 30 0.45 0.2702 0.0304 0.00181 0.007 125 0.91

7.5 – 12.0 Compact Silt Till 21 19.5 50 - 0.35 - - - - - -

12.0 – 15.0

Dense to Very Dense Sand

and Silt Till and/or Sandy Silt

Till

21.5 20 80 - 0.4 - - - - - -




15

Profile B:

Depth Below

Grade (m) Soil Stratum

γ sat

(kN/m³)

γ dry

(kN/m³)

E

(MPa)

Su

(kPa)μ Cc Cr

Cv

(cm²/sec)Ca

σ’p

(kPa)e0

0 -1.0 Loose Silty Sand or Fill 19 17 5 - 0.2 - - - - - -

1.0 – 3.0 Very Soft to Soft Silty Clay 21.5 20.3 - 40 0.45 0.2192 0.0204 0.00297 0.007 125 0.77

3.0 - 4.0 Very Soft to Soft Silty Clay 20 18.6 - 30 0.45 0.3898 0.0482 0.00387 0.012 160 1.1

4.0 -5.0 Very Soft to Soft Silty Clay 19.8 18.1 - 30 0.45 0.4805 0.0465 0.00206 0.015 145 1.25

5.0 – 10.0 Compact to Dense Silt Till 21 19.5 50 - 0.35 - - - - - -

Settlement analyses were carried out for both profiles under assumed preloads of 55 kPa, 75 kPa and 100 kPa,

which are equivalent to approximately 3 m, 4 m and 5.5-6 m height of earth fill. A computer program, Settle3D

(Rocscience), was employed for settlement calculation. Settle3D is a 3-dimensional program for the analysis of

vertical consolidation and settlement under foundations, embankments and surface loads. The program

combines the simplicity of one-dimensional analysis with the power and visualization capabilities of more

sophisticated three-dimensional programs. The program also calculates the time rates of the settlements. The

computer outputs are attached in Appendix F.

The results of the settlement analyses are summarized in Table 4 below.

Table 4: Predicted settlements caused by the preload

Profile

Applied

Surcharge

(kPa)

Settlements (mm) Time Required to Develop

(years)

Elastic Primary

Consolidation

Secondary

Consolidation

Total

90% of total

settlements

100% of total

settlements

A

55 10 42 32 84 20 100

75 16 65 47 128 19 100

100 18 114 75 207 17 100

B

55 7 22 5 34 1 100

75 10 27 18 55 15 100

100 13 53 49 115 20 100

Table 5 below summarizes the settlements that expected to develop after 1, 2 and 3 years of the placement of

the preload and the remaining settlements after 1 year of surcharge.




16

Table 5: Predicted settlements caused by the preload during the first three years

Profile

Applied

Surcharge

(kPa)

Total Accumulative Settlements Developed (mm) Remaining

Settlements after

one (1) year

surcharge (mm) After 1st year After 2nd year After 3rd year

A

55 61 64 66 23

75 91 96 99 37

100 152 160 165 55

B

55 30 31 31 4

75 43 45 46 12

100 79 85 88 36

From Table 5 above can be seen that during the 1st year after placement of the preload about 69 to 88 % of the

total settlements will develop. No significant increase of settlement would occur during the 2nd and 3rd years.

Pre-manufactured band shaped drains (wick drains) can be installed through the clay layer. It should be noted

that wick drains do not cause soil to settle more than without wicks. Rather, wick drains make the soils settle

faster by shortening the drainage path that the pore water should travel to escape.

The prefabricated wick drain material shall consist of a continuous plastic drainage core wrapped in a non-woven

geotextile material. The geotextile wrap shall be tight around the core, and shall be securely seamed in a manner

that will not introduce any new materials nor present an obstruction that will impede flow in the channels of the

core. Design guidelines for the selection of the optimum wick drain spacing can be provided if If consideration is

to be given to the installation of wick drains.

8.2.2 Shallow Foundations Following Preloading

The existing fill is not considered to be suitable bearing stratum to support the foundations of the structures.

Therefore, it should be removed and replaced by structural fill. Recommendations for structural fill placement are

provided below. The inferred thickness of the fill encountered at the site is shown on Drawing No.2 (Appendix A).

If construction of the building will start at least 1 year after the placement and removal of pre-load, then

conventional shallow footings could be established on undisturbed native soils. For preliminary design purposes,

the geotechnical resistances provided in Table 6 below can be considered at the locations where approximately

6 m thick cohesive soils are present (Profile A). Where the thickness of the very soft to soft compressible soils is

4 m or less, the geotechnical resistances given in Table 7 can be assumed.




17

Table 6: Available Geotechnical Resistances after 1 year of Preload (Profile A)

Geotechnical

Reaction at SLS

(kPa)

Factored

Geotechnical

Resistance at ULS

(kPa)

Expected Settlements

(mm)

Total Differential

55 80 < 25 < 19

75 110 37 28

100 150 55 41

Table 7: Available Geotechnical Resistances after 1 year of Preload (Profile B)

Geotechnical

Reaction at SLS

(kPa)

Factored

Geotechnical

Resistance at ULS

(kPa)

Expected Settlements

(mm)

Total Differential

55 80 < 25 < 19

75 110 < 25 < 19

100 150 36 27

Alternatively, each townhouse block could be supported on mat foundation. This solution becomes more

attractive if the structures extends to below the finished ground surface (i.e. are designed with at least one (1)

level of basement). For the design of a rectangular mat foundation of length equal to m*B, resting on preloaded

undisturbed native cohesive soils, the modulus of subgrade reaction can be calculated from the following

equation:

where is the coefficient of subgrade reaction of the raft width (MN/m³);

B and L are the width and length of the raft respectively (m);

m = L/B; and,

= 5 MN/m³

Exterior footings or footings in unheated areas should have an earth cover of at least 1.2m below finished grade.

Alternatively, equivalent insulation for the footings should be provided. Interior footings not subject to freezing

should be established at minimum 0.5 m below the underside of the floor slab.




18

Footing excavations should be inspected and approved by a Geotechnical Engineer during construction. All fill,

loose, soft, wet, or disturbed materials should be removed from the footing surfaces prior to placement of

concrete and reinforcing steel for footings. Any required sub-excavations should be backfilled with imported fill

materials consisting of OPSS Granular B – Type I or OPSS Select Subgrade Material.

All structural fill should be placed in 200 mm thick loose lifts and compacted to a minimum of 100% of the

material’s Standard Proctor Maximum Dry Density (SPMDD) under the areas of planned foundations.

The placement of structural fill material is not recommended during freezing weather conditions (i.e. between

approximately late November and late April).

The total and differential settlements of the mat foundations designed and constructed in accordance with the

recommendations provided above should not exceed the conventional limits of 25 mm total and 20 mm

differential respectively. For spread footing reference is made to Table 6 above.

Where it is necessary to place footings at different levels, the upper footing must be founded below an imaginary

10 horizontal to 7 vertical line drawn from the base of the lower footing. The lower footing must be constructed

first to minimize the risk of undermining the upper footing.

Where construction is undertaken during winter conditions, the footing subgrade must be protected from

freezing.

Temporary dewatering of the excavations may be required. Recommendations on this regard are provided in

Section 8.4 of this report.

8.2.3 Deep Foundations

The structures could also be supported on deep foundations established within the underlying dense to very

dense sandy silt till, with or without improving the shear strength of the soft to very soft clay. If deep foundations

without soil improvement will be adopted, then the floor slabs should be designed as structural floors. The

inferred surface elevations of the compact to dense strata are provided on Drawing No. 3, Appendix A.

In the following paragraphs two (2) deep foundation options are discussed.

8.2.3.1 Augered Concrete Caissons

Augered, cast-in place drilled caissons founded at least 2 m or 2 times the caisson diameter (whichever is

greater) into the dense to very dense sandy silt till can be designed for bearing resistances of 1500 kPa and

1200 kPa at the Ultimate Limit State (U.L.S.) and Serviceability Limit State (S.L.S) respectively.

The caissons will require temporary liners for installation to help prevent the soil from caving. In addition, the

excavations of the caissons may also require the aid of drilling mud (e.g. bentonite slurry) to avoid groundwater

inflow into the temporary liner from the more pervious strata, especially when the caissons approach to the

founding depths. It is recommended that the minimum caisson diameter be not less than 900 mm. If bentonite

slurry is required for the installation of the caissons, then downhole cleaning and inspection will not be possible




19

and the bearing level at each caisson location will have to be inferred from the increased drilling resistance. The

placement of the concrete into the caissons should be done by the tremie method. The slurry level during

placement of the concrete must be all time kept at least 3m above the bottom of the tremie to avoid “necking” of

the caissons.

It should be noted that glacial till is non-sorted sediment and therefore may contain boulders. The caisson

contractor should be made aware of this and an allowance for removing boulders should be made in the

contract.

Caisson installation operations must be inspected on full-time basis by qualified geotechnical personnel to verify

the founding stratum, the founding elevations, the alignment and the plumb of the shaft.

Caissons designed for the bearing values given above are expected to settle less than 25 mm (total) and 19 mm

(differential).

8.2.3.2 Helical Piers

Helical piers extending into the compact to very dense sandy silt tills may be considered as an alternative to

caissons.

The detailed design of the piers, including the size and shape of the shafts, depths and configurations of helical

plates, structural connections to pile cap or grade beam, bearing resistances, etc. should be carried out by

professional engineers from the specialist contractors, based on the factual data of the geotechnical

investigation provided in this report.

For estimation purposes bearing resistances of 200 - 500 kN at SLS and 270 to 670 kN at ULS at compression

can be assumed for square shaft helical piers established in the compact to dense granular strata, depending on

the shaft size. Greater bearing resistances can be used for round shaft helical piers. Helical piers groups with

battered piers can be designed to provide lateral resistance.

The actual installation depths of the piers should be determined during construction based on the measured

torque. A unit price may be included in the contract documents in case that the required helical pile length

exceeds the design length.

8.3 Excavations and Backfill

Temporary excavations for the construction of footings or for the installation of underground services must be

carried out in accordance with the latest edition of the Occupational Health and Safety Act (OHSA).

The existing topsoil, fill, loose to compact granular deposits and the firm to stiff cohesive soils are considered

Type 3 soils above the groundwater table and Type 4 soils below the groundwater table. The very soft to soft

clay strata are classified as Type 4 soils. The dense to very dense sandy silt till is deemed to be Type 2 soil

above the groundwater table and Type 3 soil below the groundwater table. Temporary unsupported excavations

in Type 2 soils can be done vertical at the bottom 1.2 m and with a slope having a minimum gradient of 1H:1V

above. In Type 3 soils the unsupported excavations must have side slopes of 1H:1V from the bottom of the




20

excavation. Unsupported excavations in Type 4 soils should be cut back to 3H:1V. However, if an excavation

contains more than one type of soil, the soil shall be classified as the type with the highest number as described

on OSHA.

If localized instability is noted during excavation or if wet conditions are encountered, then the side slopes should

be flattened to a stable configuration.

Contractors should be advised that cobbles and relatively large boulders can be expected to be present within

the till deposits.

Foundation backfill must consist of non-frost susceptible imported granular materials, such as OPSS Granular B

Type I.

8.4 Dewatering

It is anticipated that most excavations to shallow depths for foundations and utility services will remain relatively

dry with only minor infiltration and accumulation. This, and any perched water from fill or minor ground water

seepage from native soils should be possible to handle with the use of submersible pumps from conventional

sump pits. We recommend however that contingency measures be considered to depressurize localized

perched pockets of groundwater, should these conditions be encountered.

It wet conditions are observed during excavations, it may also be necessary to protect the exposed subgrade

with a working mat of lean concrete, or a layer of crushed stone to reduce the risk of disturbing and loosening of

the subgrade soils. Surface water should be directed away from the excavation.

No dilatant silts were encountered in the boreholes. However, some of the silt deposits in presence of water may

dilate and expand when excavated and agitated by construction traffic. Dilatant silts can be recognized from their

“liverish”, “jelly-like” appearance. To maintain excavation stability and to prevent dilatancy, where the dilatant silt

is present, the groundwater should be temporarily lowered to at least 1.0 m below the excavation level by

pumping from closely spaced vacuum well points or eductors. Dilatancy can also be minimized, but not

completely prevented, by immediately covering the base of the excavation with a well graded granular working

mat and keeping vibrations (including foot traffic) to a minimum.

8.5 Earth Pressure on Shoring

Recommended apparent earth pressure distributions acting on temporary braced shoring systems for shallow

trenches are provided on Figures 16 and 17 in Appendix E. These figures apply only to areas where the ground

surface at both sides of the trenches is horizontal. Adjacent to sloping ground, higher K values or equivalent

surcharge loads must be used and this office should be consulted.

Where permissible under the OHSA and where the use of tight sheeting or sheet piling has not been specified,

contractors may elect to utilize trench boxes for temporary trench support.

While the use of trench boxes often results in high productivity, their use also results in increased loss of ground

relative to other shoring methods, particularly when working near granular base courses below existing




21

pavements or alongside existing utility backfill. Trench boxes also reduce the contractor’s ability to compact

backfill materials placed between the trench wall and outer trench box shell, thereby increasing the likelihood of

post construction surface settlements along the trench. If settlements along the utility trenches is a concern, then

the utility trenches could be backfilled either with self-compacting high-performance bedding (HPB) material or

non-shrink grout.

8.6 Lateral Earth Pressure

The lateral earth pressure acting on the permanent rigid walls extending to below the ground surface can be

computed using the following equation:

pz = K (γz+q)

where pz = unit earth pressure at depth z (kN/m2)

K = coefficient of lateral earth pressure = 0.5

γ = unit weight of soil = 21.5 kN/m3

z = depth below a horizontal ground surface (m)

q = unit surcharge load at ground surface (kN/m2)

If the walls extend to below the groundwater table and a perimeter and subfloor drainage system is not installed,

then the hydrostatic water pressure must be added to the earth pressure. In this case, however, in the earth

pressure calculations, the unit weight of the soil below the water level should be taken as the submerged unit

weight (11.7 kN/m3).

8.7 Permanent Drainage and Subfloor Drainage System

Perimeter drainage is required to remove any water that may be accumulated at the exterior foundation walls.

To prevent occasional build-up of water adjacent to the basement walls, it would be prudent to incorporate an

exterior vertical drainage sheet attached to the backside of the basement wall connected to frost free outlets

inside the building. The exterior drainage should consist of Amerdrain 500, Terradrain 600 or equivalent covering

the entire basement wall to reduce the risk of water penetration.

The drain panels should be hydraulically connected to a perforated drain pipe installed around the bottom of the

perimeter of the basement wall, at a level of 300 mm below the underside of the base floor slab. The drain pipe

should be surrounded by a 150-mm thick layer of 19 mm clear crushed stone that is fully wrapped with a non-

woven geotextile filter fabric, having a filtration opening size (F.O.S.) of 60 microns or less.

If the lowermost floor slab extends to below the permanent groundwater table and is not designed to resist uplift

pressure, then a subfloor drainage system must be constructed. This could consist of a 200 mm thick layer of

19mm size clear stone. Below the clear stone, a non-woven geotextile filter fabric having a F.O.S. of 60 microns

should be placed as separator between the subgrade and the clear stone. This filter fabric should be overlapped

with the filter fabric used as a separator for the perimeter drainage system.




22

The subfloor and perimeter drainage system should not be hydraulically connected. The adjacent filter fabric

sheets should be overlapped by not less than 400 mm.

The water collected by the perimeter drain pipes should be channeled into a sump from where the water shall be

removed by gravity (if feasible) or by pumping. For the design of the sump and pump, the rate of groundwater

flow into the drainage system should be assessed at the time of construction.

8.8 Floor Slab Construction

The floor slab for the houses on preloaded soils may be constructed as a slab-on-grade on a properly prepared

subgrade (i.e. on native undisturbed soils or engineered fill). In this regard, all unsuitable material should be

removed from the entire underfloor area and the exposed subgrade must be thoroughly proofrolled. Any soft

spots detected should be sub-excavated and the area brought up to design grades using approved clean fill in

the manner described in Section 7.2.2.1 of this report. If the houses will be supported on deep foundations

without soil improvement, then the floor slabs must be constructed as structural floors.

8.9 Sewer and Watermain Support

As a minimum, after soil improvement by preloading, all sewer pipe and watermain bedding must conform to the

applicable City Standard Specifications. Where at subgrade level loose, soft or otherwise unsuitable soils are

present, these or any disturb/remoulded materials should be carefully sub-excavated to or below the surface of

relatively undisturbed native competent soils and the grade brought up to invert level using a U-fill. The

excavation should be carried out carefully so as not to disturb the subgrade soils and induce further decrease in

strength leading to future potential settlement. On top of the U-fill, the City Standard granular bedding can be

used. If poor conditions persisted to an extended depth of excavation (i.e. greater than 1 to 2 m depth), with the

aid of manual probing, Geoweb alternative is recommended.

If no soil improvement will be carried out, the subgrade for the pipes will consist of either fill or soft to very soft

cohesive soils. Neither of these soils are deemed to provide adequate support for the pipes. Consequently, the

pipe should be supported on a Geoweb Pipe Bedding placed on the fill or very soft to soft cohesive soils,

following inspection and approval by a geotechnical engineer. Figure No.6 in Appendix E shows the

recommended Geoweb Pipe Bedding.

As stated in Section 8.4 of this report, no dilatant silts were encountered in the boreholes. However, some of the

silt deposits in presence of water may dilate and expand when excavated and agitated by construction traffic.

Dilatant silts can be recognized from their “liverish”, “jelly-like” appearance. If the pipes are laid on the dilated silt,

it will be recompressed under the weight of the pipe and backfill and large post construction settlements of the

pipe will occur. To maintain excavation stability and to prevent dilatancy, where the dilatant silt is present, the

groundwater should be temporarily lowered in accordance with Section 8.4 of this report. Dilatancy can also be

minimized, but not completely prevented, by immediately covering the base of the excavation with a well graded

granular working mat and keeping vibrations (including foot traffic) to a minimum.




23

8.10 Monitoring and Further Investigation

It is imperative that monitoring by means of settlement plates be carried out during and after placement of the

selected preload. The risers of the existing piezometers (if these are operative) should be extended to above the

proposed preload grade to enable monitoring of the groundwater level changes.

After removing the preload, the improved subsurface conditions should be confirmed by drilling confirmatory

boreholes and field testing. Based on the results, the recommendations contained in this report should be

revisited and modified, if necessary.

Monitoring during and after the construction of the buildings by frequent leveling tied into any benchmark outside

of the property that is considered stable (either existing or established for this purpose exclusively) should also

be carried out.

The monitoring data should be reviewed and evaluated by a geotechnical engineer to confirm that the measured

settlements are consistent with those predicted.

8.11 Internal Roadways

The pavement structure design should meet the minimum local design criterion. The recommended pavement

structures provided in Table 4 are based upon an estimate of the subgrade soil properties determined from

visual examination and textural classification of the soil samples and should be considered as minimum. A

functional design life of eight to ten years has been used to establish the pavement recommendations. This

represents the number of years to the first rehabilitation, assuming regular maintenance is carried out.

Table 4: Recommended Pavement Structure Thicknesses

Pavement Layer

Compaction

Requirements

Light-Duty

Asphalt

Thickness

Heavy-Duty Asphalt

Internal Roadways

Asphaltic Concrete (OPSS 310) Minimum 92 %

MRD*

80 mm HL3

40 mm HL3 65 mm HL8

OPSS Granular A Base (OPSS 1010)

100% SPMDD** 150 mm 150 mm

OPSS Granular B Subbase (OPSS 1010)

100% SPMDD** 350 mm 500 mm

* Denotes maximum relative density, MTO LS-264 ** Denotes standard Proctor maximum dry density, MTO LS-706

The foregoing design assumes construction is carried out during dry periods and the subgrade is stable under

the load of construction equipment. If construction is carried out during wet weather and heaving or rolling of

the subgrade is experienced, additional thickness of subbase course material may be required.




24

The long-term performance of the pavement structure is highly dependent upon the subgrade support

conditions. Stringent construction control procedures should be maintained to ensure uniform subgrade

moisture and density conditions are achieved. In addition, the need for adequate drainage cannot be over-

emphasized. The finished pavement surface and underlying subgrade should be free of depressions and

should be sloped to provide effective surface drainage toward catch basins. Surface water should not be

allowed to pond adjacent to the outside edges of pavement areas.

Additional comments on the construction of parking areas and driveways are as follows:

1. Perimeter subdrains should be provided around parking areas and along roadways. Subdrains extending

from and between catch basins should also be installed.

2. To minimize problems of differential movement between the pavement and catch basins/manholes due to

frost action, backfill around these structures should consist of free-draining granular material. The

granular material should be compacted to 98% SPMDD with a smaller tamper to avoid damaging the

structures.

3. The most severe loading conditions on light-duty pavement areas and the subgrade may occur during

construction. Consequently, special provisions such as restricted lanes, half-loads during paving, etc. may

be required, especially if construction is carried out during unfavorable weather.




Appendix A Drawings 1 to 4

BH

301

El. 85

.15m

BH

30

3

El. 84.68m

BH

30

2

El. 87.10m

BH

30

4

El. 88.13m

BH

305

El. 83.80m

BH

306

El. 84.16m

BH

313

El. 85.3

6m

BH

31

0

El. 8

4.68m

BH

311

El. 86.33m

BH

309

El. 85.57

m

BH

308

El. 84.11m

BH

30

7

El. 83.85m

BH

312

El. 82.78m

BH

314

El. 85

.75m

BH

31

5

El. 8

1.7

6m

BH

31

7

El. 80

.6

6m

BH

31

6

El. 81

.48

m

BH

301A

El. 85.06m

BH

305A

El. 83.83m

BH

311A

El. 86.27m

BH

314

A

El. 8

5.7

6m

BH

1

BH

2

BH

20

3

BH

204

BH

20

5

BH

101

BH

3

BH

206

BH

4

BH

102

BH

5

BH

1

BH

20

2

BH

103

BH

8

BH

6

BH

20

1

BH

318/318A

El. 80.44m

BH

31

9

El. 8

0.8

4m

BH

320

El. 82.18m

BH

321

El. 81

.88

m

BH

32

2

El. 84

.47

m

LE

GE

ND

:

t: +

1.905.695.3217 | f: +

1.905.695.0169

220 C

OM

ME

RC

E V

ALLE

Y D

RIV

E W

ES

T, S

UIT

E 500

MA

RK

HA

M, O

N L3T

0A

8

Canada

ww

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.co

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s In

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PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED PICKERING DESIGN CENTRE DEVELOPMENT PICKERING PARKWAY AND NOTION ROAD PICKERING, ONTARIO

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CHKD.:

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DWG. No.:

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DWN.:

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LC

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BRM-00229573-C0

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AUGUST 2017

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DATE:

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SCALE:

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PROJECT TITLE AND LOCATION:

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1:1100

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DRAWING TITLE:

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PROJECT#:

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1.THE BOUNDARIES AND SOIL TYPES HAVE BEEN ESTABLISHED ONLY AT BOREHOLE LOCATIONS. BETWEEN BOREHOLES THEY ARE ASSUMED THE BOUNDARIES AND SOIL TYPES HAVE BEEN ESTABLISHED ONLY AT BOREHOLE LOCATIONS. BETWEEN BOREHOLES THEY ARE ASSUMED AND MAY BE SUBJECT TO CONSIDERABLE ERROR. 2.SOIL SAMPLES WILL BE RETAINED IN STORAGE FOR 3 MONTHS AND THEN DESTROYED UNLESS CLIENT ADVISES THAT AN EXTENDED TIME SOIL SAMPLES WILL BE RETAINED IN STORAGE FOR 3 MONTHS AND THEN DESTROYED UNLESS CLIENT ADVISES THAT AN EXTENDED TIME PERIOD IS REQUIRED. 3.THIS DRAWING WAS REPRODUCED FROM A CONCEPT SITE PLAN PROVIDED BY THE CLIENT. THIS DRAWING WAS REPRODUCED FROM A CONCEPT SITE PLAN PROVIDED BY THE CLIENT. 4.GROUND SURFACE ELEVATIONS AT THE BOREHOLE LOCATIONS WERE DERIVED FROM CAN-NET ELEVATIONS WITH THE USE OF A TRIMBLE GROUND SURFACE ELEVATIONS AT THE BOREHOLE LOCATIONS WERE DERIVED FROM CAN-NET ELEVATIONS WITH THE USE OF A TRIMBLE TSC3 CONTROLLER.

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NOTES:

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BOREHOLE LOCATION PREVIOUS BOREHOLES

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JG

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N

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BOREHOLE LOCATION PLAN

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1

1m

1m

1m

1m

1m

1m

1m

1m

2m

2m

2m

2m

2m

2m

3m

3m

3m

3m

3m

3m

4m

5m

5m

4m

4m

4m

BH

301

El. 85

.15m

BH

30

3

El. 84.68m

BH

30

2

El. 87.10m

BH

30

4

El. 88.13m

BH

305

El. 83.80m

BH

306

El. 84.16m

BH

313

El. 85.3

6m

BH

31

0

El. 8

4.68m

BH

311

El. 86.33m

BH

309

El. 85.57

m

BH

308

El. 84.11m

BH

30

7

El. 83.85m

BH

312

El. 82.78m

BH

314

El. 85

.75m

BH

31

5

El. 8

1.7

6m

BH

31

7

El. 80

.6

6m

BH

31

6

El. 81

.48

m

BH

301A

El. 85.06m

BH

305A

El. 83.83m

BH

311A

El. 86.27m

BH

314

A

El. 8

5.7

6m

BH

1

BH

2

BH

20

3

BH

204

BH

20

5

BH

101

BH

3

BH

206

BH

4

BH

102

BH

5

BH

1

BH

20

2

BH

103

BH

8

BH

6

BH

20

1

BH

318/318A

El. 80.44m

BH

31

9

El. 8

0.8

4m

BH

320

El. 82.18m

BH

321

El. 81

.88

m

BH

32

2

El. 84

.47

m

LE

GE

ND

:

t: +

1.905.695.3217 | f: +

1.905.695.0169

220 C

OM

ME

RC

E V

ALLE

Y D

RIV

E W

ES

T, S

UIT

E 500

MA

RK

HA

M, O

N L3T

0A

8

Canada

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CHKD.:

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DWG. No.:

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DWN.:

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LC

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BRM-00229573-C0

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AUGUST 2017

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DATE:

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SCALE:

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1:1100

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DRAWING TITLE:

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PROJECT#:

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NOTES:

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JG

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N

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INFERRED APPROXIMATE FILL THICKNESS

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2

BH

301

El. 85

.15m

BH

30

3

El. 84.68m

BH

30

2

El. 87.10m

BH

30

4

El. 88.13m

BH

305

El. 83.80m

BH

306

El. 84.16m

BH

313

El. 85.3

6m

BH

31

0

El. 8

4.68m

BH

311

El. 86.33m

BH

309

El. 85.57

m

BH

308

El. 84.11m

BH

30

7

El. 83.85m

BH

312

El. 82.78m

BH

314

El. 85

.75m

BH

31

5

El. 8

1.7

6m

BH

31

7

El. 80

.6

6m

BH

31

6

El. 81

.48

m

BH

301A

El. 85.06m

BH

305A

El. 83.83m

BH

311A

El. 86.27m

BH

314

A

El. 8

5.7

6m

BH

1

BH

2

BH

20

3

BH

204

BH

20

5

BH

101

BH

3

BH

206

BH

4

BH

102

BH

5

BH

1

BH

20

2

BH

103

BH

8

BH

6

BH

20

1

BH

318/318A

El. 80.44m

BH

31

9

El. 8

0.8

4m

BH

320

El. 82.18m

BH

321

El. 81

.88

m

BH

32

2

El. 84

.47

m

LE

GE

ND

:

t: +

1.905.695.3217 | f: +

1.905.695.0169

220 C

OM

ME

RC

E V

ALLE

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RK

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8

Canada

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5m

4m

6m

7m

7m

7m

7m

7m

7m

5m

5m

5m

6m

6m

6m

6m

6m

6m

6m

5m

5m

5m

5m

4m

4m

4m

4m

3m

3m

3m

3m

3m

3m

4m

4m

AutoCAD SHX Text


AutoCAD SHX Text

CHKD.:

AutoCAD SHX Text

DWG. No.:

AutoCAD SHX Text

DWN.:

AutoCAD SHX Text

LC

AutoCAD SHX Text

BRM-00229573-C0

AutoCAD SHX Text

AUGUST 2017

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text


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1:1100

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DRAWING TITLE:

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PROJECT#:

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NOTES:

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JG

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N

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INFERRED THICKNESS OF COMPRESSIBLE STRATA

AutoCAD SHX Text

3

78m

78

m

78m

78m

78m

78m

78m

77m

77m

77m

77m

78m

79m

79m

79m

79m

79m

79m

79m

79m

79m

79m

80m

80m

80m

80m

80m

80

m

80m

80m

81m

76m

75m

74

m

76m

75m

74m

81m

81m

81

m

81m

82m

76m

76m

BH

301

El. 85

.15m

BH

30

3

El. 84.68m

BH

30

2

El. 87.10m

BH

30

4

El. 88.13m

BH

305

El. 83.80m

BH

306

El. 84.16m

BH

313

El. 85.3

6m

BH

31

0

El. 8

4.68m

BH

311

El. 86.33m

BH

309

El. 85.57

m

BH

308

El. 84.11m

BH

30

7

El. 83.85m

BH

312

El. 82.78m

BH

314

El. 85

.75m

BH

31

5

El. 8

1.7

6m

BH

31

7

El. 80

.6

6m

BH

31

6

El. 81

.48

m

BH

301A

El. 85.06m

BH

305A

El. 83.83m

BH

311A

El. 86.27m

BH

314

A

El. 8

5.7

6m

BH

1

BH

2

BH

20

3

BH

204

BH

20

5

BH

101

BH

3

BH

206

BH

4

BH

102

BH

5

BH

1

BH

20

2

BH

103

BH

8

BH

6

BH

20

1

BH

318/318A

El. 80.44m

BH

31

9

El. 8

0.8

4m

BH

320

El. 82.18m

BH

321

El. 81

.88

m

BH

32

2

El. 84

.47

m

LE

GE

ND

:

t: +

1.905.695.3217 | f: +

1.905.695.0169

220 C

OM

ME

RC

E V

ALLE

Y D

RIV

E W

ES

T, S

UIT

E 500

MA

RK

HA

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CHKD.:

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DWG. No.:

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DWN.:

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LC

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BRM-00229573-C0

AutoCAD SHX Text

AUGUST 2017

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text


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1:1100

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DRAWING TITLE:

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PROJECT#:

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NOTES:

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JG

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N

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INFERRED SURFACE ELEVATION OF THE COMPACT TO DENSE COHESIONLESS MATERIAL

AutoCAD SHX Text

4




Appendix B Notes on Soil Description

Notes On Sample Descriptions

1. All sample descriptions included in this report follow the Canadian Foundations Engineering Manual soil

classification system. This system follows the standard proposed by the International Society for Soil

Mechanics and Foundation Engineering. Laboratory grain size analyses provided by exp also follow the same

system. Different classification systems may be used by others; one such system is the Unified Soil

Classification. Please note that, with the exception of those samples where a grain size analysis has been

made, all samples are classified visually. Visual classification is not sufficiently accurate to provide exact grain

sizing or precise differentiation between size classification systems.

ISSMFE SOIL CLASSIFICATION

CLAY SILT SAND GRAVEL COBBLES BOULDERS

FINE MEDIUM COARSE FINE MEDIUM COARSE FINE MEDIUM COARSE

0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60 200

EQUIVALENT GRAIN DIAMETER IN MILLIMETERS

CLAY (PLASTIC) TO FINE MEDIUM CRS.

FINE COARSE

SILT (NONPLASTIC SAND GRAVEL

UNIFIED SOIL CLASSIFICATION

2. Fill: Where fill is designated on the borehole log it is defined as indicated by the sample recovered during the

boring process. The reader is cautioned that fills are heterogeneous in nature and variable in density or

degree of compaction. The borehole description may therefore not be applicable as a general description of

site fill materials. All fills should be expected to contain obstruction such as wood, large concrete pieces or

subsurface basements, floors, tanks, etc., none of these may have been encountered in the boreholes. Since

boreholes cannot accurately define the contents of the fill, test pits are recommended to provide

supplementary information. Despite the use of test pits, the heterogeneous nature of fill will leave some

ambiguity as to the exact composition of the fill. Most fills contain pockets, seams, or layers of organically

contaminated soil. This organic material can result in the generation of methane gas and/or significant

ongoing and future settlements. Fill at this site may have been monitored for the presence of methane gas

and, if so, the results are given on the borehole logs. The monitoring process does not indicate the volume of

gas that can be potentially generated nor does it pinpoint the source of the gas. These readings are to advise

of the presence of gas only, and a detailed study is recommended for sites where any explosive gas/methane

is detected. Some fill material may be contaminated by toxic/hazardous waste that renders it unacceptable for

deposition in any but designated land fill sites; unless specifically stated the fill on this site has not been tested

for contaminants that may be considered toxic or hazardous. This testing and a potential hazard study can be

undertaken if requested. In most residential/commercial areas undergoing reconstruction, buried oil tanks are

common and are generally not detected in a conventional geotechnical site investigation.

3. Till: The term till on the borehole logs indicates that the material originates from a geological process

associated with glaciation. Because of this geological process the till must be considered heterogeneous in

composition and as such may contain pockets and/or seams of material such as sand, gravel, silt or clay. Till

often contains cobbles (60 to 200 mm) or boulders (over 200 mm). Contractors may therefore encounter

cobbles and boulders during excavation, even if they are not indicated by the borings. It should be

appreciated that normal sampling equipment cannot differentiate the size or type of any obstruction. Because

of the horizontal and vertical variability of till, the sample description may be applicable to a very limited zone;

caution is therefore essential when dealing with sensitive excavations or dewatering programs in till materials.




Appendix C Borehole Logs

(Drawings 5 to 30)

TOPSOIL - approximately 100 mm thickFILL - sandy silt to silty sand, trace clay,trace gravel, trace organics and rootletsin upper zone; brown, moist

CLAYEY SILT - grey, moist, stiff

SILTY CLAY - grey, wet, very soft

SANDY SILT TILL - trace clay, tracegravel; grey, moist, compact

- becoming dense to very dense

85.1

83.8

82.3

78.4

August 16, 2017

Pickering Parkway and Notion Road, Pickering, Ontario

CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS

Combustible Vapour Reading

Natural Moisture

Plastic and Liquid Limit

Undrained Triaxial at% Strain at Failure

Penetrometer

Location:

Date Drilled:

SAMPLES

N Value Combustible Vapour Reading (ppm)

ELEV.m

85.15 10 20 300.20.1

250 500 750Soil Description

NaturalUnit

WeightkN/m3

Natural Moisture Content %Atterberg Limits (% Dry Weight)

GWL

SYMBOL

DEPTH

MPaShear Strength20 40 60 80

Continued Next Page

Project:

On Completion

BRM-00229573-C0 Drawing No.

Depth toCave(m)

Open

0

1

2

3

4

5

6

7

8

9

5.03

Time

Sheet No.

Log of Borehole 3015Project No.

21

WaterLevel(m)

ofProposed Pickering Design Centre DevelopmentLA

GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

7

8

8

0

0

0

19

41

3.13

3.5

2

SANDY SILT TILL - trace clay, tracegravel; grey, moist, compact (continued)

- wet sand layer from 10.6 to 11.6m

END OF BOREHOLE72.5

SAMPLES


ELEV.m

76.15 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

Open

9

10

11

12

5.03

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

59

61

44

BOREHOLE DRILLED FOR THEPURPOSE OF OBTAINING SHELBYSAMPLES AND INSTALLATION OFGROUNDWATER MONITORINGWELL. FOR STRATIGRAPHY, REFERTO BOREHOLE 301

END OF BOREHOLE

NOTES:1. Groundwater monitoring well installedto 5.18m depth.

79.9

August 16, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

85.06 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On CompletionAugust 30, 2017

September 22, 2017October 4, 2017


Depth toCave(m)WellWellWellWell

0

1

2

3

4

5

Dry2.312.633.00

Time

Sheet No.

Log of Borehole 301A6Project No.

11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

42

TOPSOIL - approximately 50 mm thickFILL - sandy silt to sand, trace clay,trace gravel, trace organics and rootletsin upper zone; brown, moist

CLAYEY SILT - brown/grey, moist, firm

SILTY CLAY - grey, wet, very soft tosoft

87.1

84.2

82.6

August 2, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

87.10 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:





0

1

2

3

4

5

6

7

8

9

2.033.553.683.72

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

12

7

7

15

7

3

1

0

2

1.33

41

SILTY CLAY - grey, wet, very soft tosoft (continued)

SANDY SILT TILL - trace clay, tracegravel; grey, wet to 10.7m then moist,compact

- becoming very dense

SAND - trace silt, trace clay, tracegravel; grey, wet, dense

END OF BOREHOLE


77.4

72.7

71.3

SAMPLES


ELEV.m

78.10 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





9

10

11

12

13

14

15

2.033.553.683.72

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

11

19

50/125mm

81

36

1.5

TOPSOIL - approximately 75 mm thickCLAYEY SILT - grey, moist, firm to stiff

SANDY SILT TILL - trace to some clay,trace gravel; grey, wet, loose

- becoming moist, dense to very dense

END OF BOREHOLE

84.6

81.8

76.6

August 15, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

84.68 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

Open

0

1

2

3

4

5

6

7

8

Dry

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

12

14

6

9

55

65

50/150mm

73

TOPSOIL - approximately 100 mm thickFILL - sandy silt to sand, trace clay,trace gravel, occasional brick fragments,rootlets and organic matter; brown todark brown, moist, loose

- becoming clayey silt, some sand; darkbrown, moist, loose

- becoming wet

SANDY SILTY CLAY - brown, moist,firm


SILT - trace clay, trace sand,approximately 300 mm thick fine sandseam at 7.6 m; grey, wet, compact todense

88.0

86.6

83.9

82.8

80.7

August 2, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

88.13 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)6.71

0

1

2

3

4

5

6

7

8

9

6.71

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

9

10

6

3

5

6

6

1

20

2

3

SILT - trace clay, trace sand; grey, wet,compact to dense (continued)

SANDY SILT TILL - trace clay, tracegravel; grey, moist, very dense

END OF BOREHOLE

77.8

74.3

SAMPLES


ELEV.m

79.13 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)6.71

9

10

11

12

13

6.71

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

44

81

85

50/125mm

TOPSOIL - approximately 150 mm thickFILL - silty clay, trace rootlet, organicmatter; brown, moist, firm

SILTY CLAY - trace sand and gravel;brown, wet, firm

SANDY SILT TO SAND AND SILT TILL- trace clay, trace gravel; grey, wet,compact to very dense

- becoming moist

END OF BOREHOLE


83.7

82.9

80.1

75.7

August 3, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

83.80 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





0

1

2

3

4

5

6

7

8

2.30.961.061.19

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

5

6

19

50/125mm

49

34

2

TOPSOIL - approximately 100 mm thickSANDY SILT - some clay, trace gravel,trace organic matter; brown, moist, loose

SILTY CLAY - trace sand, grey, wet,firm

- becoming very soft

SILT TILL - some sand, trace to someclay, trace gravel; grey, moist to verymoist, compact to dense

84.1

82.7

81.3

75.9

August 3, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

84.16 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:





0

1

2

3

4

5

6

7

8

9

6.751.841.891.94

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

9

5

0

0

0

0

27

2

2

2

SILT TILL - some sand, trace to someclay, trace gravel; grey, moist to verymoist, compact to dense (continued)

SANDY SILT TILL - trace to some clay,trace gravel; grey, moist, dense to verydense

END OF BOREHOLE


72.0

68.5

SAMPLES


ELEV.m

75.16 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





9

10

11

12

13

14

15

6.751.841.891.94

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

24

36

48

50/75mm

94

TOPSOIL - approximately 50 mm thickFILL - sandy silt to silty sand, trace clay,trace gravel, trace organics and rootletsin upper zone; brown, moist

CLAYEY SILT - trace sand; grey, moist,firm to stiff

SILTY CLAY - trace sand, trace gravel;grey, wet, very soft

SANDY SILT TILL - trace clay, tracegravel; grey, moist, compact to verydense

83.8

83.1

81.8

77.9

August 14, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

83.85 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:





0

1

2

3

4

5

6

7

8

9

0.00 (Drilling Mud)0.370.760.51

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

8

11

6

1

0

29

45

2

SANDY SILT TILL - trace clay, tracegravel; grey, moist, compact to verydense (continued)

END OF BOREHOLE


72.9

SAMPLES


ELEV.m

74.85 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





9

10

0.00 (Drilling Mud)0.370.760.51

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

80

50/150mm

TOPSOIL - approximately 150 mm thickCLAYEY SILT - trace gravel, traceorganics and rootlets in upper zone;brown to grey, moist, firm to very stiff

SILTY CLAY - grey, wet, very soft tosoft

SANDY SILT TILL - trace to some clay,trace gravel; grey, moist, compact to verydense

SAND - fine grained sand, trace tosome silt; grey, wet, compact to dense

84.0

82.0

78.9

75.6

August 8, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

84.11 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)

10.06

0

1

2

3

4

5

6

7

8

9

8.23

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

23

12

14

4

0

15

51

35

1.5

SAND - fine grained sand, trace tosome silt; grey, wet, compact to dense(continued)


END OF BOREHOLE

72.2

71.5

SAMPLES


ELEV.m

75.11 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

10.06

9

10

11

12

8.23

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

43

29

67

TOPSOIL - approximately 50 mm thickFILL - clayey silt to silty sand, tracegravel, trace organics and rootlets inupper zone; brown, moist

- asphalt pieces

CLAYEY SILT - grey, moist, firm to stiff



85.5

82.7

81.1

77.8

August 15, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

85.57 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)7.01

0

1

2

3

4

5

6

7

8

9

3.96

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

6

8

4

16

11

7

0

0

20

2

2.5


- wet sand layer from 12 to 13m

- shale fragments

END OF BOREHOLE71.6

SAMPLES


ELEV.m

76.57 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)7.01

9

10

11

12

13

14

3.96

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

31

27

67

50/125mm

FILL - sandy silt to silty sand, trace clay,trace gravel, trace organics and rootletsin upper zone; brown, moist

- becoming wet

CLAYEY SILT - brown/grey, moist, firm



82.6

81.0

79.5

August 8, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

84.68 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)

10.06

0

1

2

3

4

5

6

7

8

9

7.01

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

5

7

2

5

2

29

29

36

3.2


END OF BOREHOLE73.6

SAMPLES


ELEV.m

75.68 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

10.06

9

10

11

7.01

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

41

74

TOPSOIL - approximately 50 mm thickFILL - clayey silt to silty clay, trace tosome sand, trace gravel, trace organicsand rootlets in upper zone; brown, moist

SILTY CLAY - grey, moist, firm

SANDY SILT TO SAND AND SILT TILL- trace clay, trace gravel; grey, moist tovery moist, compact to very dense

86.3

81.2

79.5

August 4, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

86.33 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)

Open

0

1

2

3

4

5

6

7

8

9

7.01

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

8

6

5

3

5

5

32

31

2

1

SANDY SILT TO SAND AND SILT TILL- trace clay, trace gravel; grey, moist tovery moist, compact to very dense(continued)

- wet sand layer from about 12 to 13m

END OF BOREHOLE70.5

SAMPLES


ELEV.m

77.33 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

Open

9

10

11

12

13

14

15

7.01

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

28

26

26

77

28

BOREHOLE DRILLED FOR THEPURPOSE OF OBTAINING SHELBYSAMPLE AND INSTALLATION OFGROUNDWATER MONITORINGWELL. FOR STRATIGRAPHY, REFERTO BOREHOLE 311

END OF BOREHOLE


80.2

August 4, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

86.27 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





0

1

2

3

4

5

6

Dry3.924.054.50

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

TOPSOIL - approximately 70 mm thickFILL - clayey silt to sandy silt, tracegravel, trace organics and rootlets inupper zone; brown/grey to grey, moist

- becoming wet


SILT - trace sand; grey, wet, very dense

SANDY SILT TILL - trace to some clay,trace gravel; grey, moist, very dense

82.7

79.9

78.8

76.9

August 14, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

82.78 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)8.54

0

1

2

3

4

5

6

7

8

9

3.81

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

7

13

7

5

0

68

56

50/150mm

- disturbed, wet sand layer from about 9to 10m

- shale fragmentsEND OF BOREHOLE

72.0

SAMPLES


ELEV.m

73.78 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)8.54

9

10

3.81

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

0

50/75mm

FILL - sandy silt, trace to some clay,trace gravel; brown, moist

CLAYEY SILT - grey, moist, firm to stiff

SANDY SILT TILL - trace clay, tracegravel; grey, moist to very moist,compact to very dense

83.2

80.9

August 9, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

85.36 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)

Open

0

1

2

3

4

5

6

7

8

9

7.01

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

4

11

7

11

7

10

29

54

52

SANDY SILT TILL - trace clay, tracegravel; grey, moist to very moist,compact to very dense (continued)

END OF BOREHOLE74.2

SAMPLES


ELEV.m

76.36 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

Open

9

10

11

7.01

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

42

80

FILL - sandy silt, trace gravel, traceorganics and rootlets; brown to darkbrown, moist

CLAYEY SILT - brown/grey to grey,moist, firm to stiff


SANDY SILT TILL - trace clay, tracegravel; grey, moist, dense to very dense

84.3

81.9

79.8

August 9, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

85.75 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:





0

1

2

3

4

5

6

7

8

9

0.90 (Drilling Mud)2.682.822.91

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

14

5

8

7

1

39

84

2.5

SANDY SILT TILL - trace clay, tracegravel; grey, moist, dense to very dense(continued)

END OF BOREHOLE


73.4

SAMPLES


ELEV.m

76.75 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





9

10

11

12

0.90 (Drilling Mud)2.682.822.91

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

74

80

50/120mm

BOREHOLE DRILLED FOR THEPURPOSE OF OBTAINING SHELBYSAMPLE AND INSTALLATION OFGROUNDWATER MONITORINGWELL. FOR STRATIGRAPHY, REFERTO BOREHOLE 314

END OF BOREHOLE


79.7

August 9, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

85.76 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





0

1

2

3

4

5

6

2.302.042.182.35

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

FILL - clayey silt, trace organics androotlets in upper zone; grey, moist

CLAYEY SILT - grey, moist, firm


CLAYEY SILT - some sand; grey, wet,very soft


- sand layer from about 7.5 to 8.5 m

81.0

80.1

76.6

75.0

August 8, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

81.76 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:

On Completion


Depth toCave(m)

10.06

0

1

2

3

4

5

6

7

8

9

7.01

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

7

4

0

1

0

16

40

2.1

3

2

2.67


- weathered shale

END OF BOREHOLE70.8

SAMPLES


ELEV.m

72.76 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

10.06

9

10

7.01

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

41

50/125mm



SANDY SILT TILL - trace to some clay,trace gravel; grey, moist to very moist,compact to very dense

- wet sand layer from about 4.5 to 5.3

END OF BOREHOLE

80.6

77.7

73.4

August 10, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

81.48 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:





0

1

2

3

4

5

6

7

8

7.450.280.460.63

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

4

2

10

21

47

50/150mm

50/125mm

4.5

3

TOPSOIL - approximately 20 mm thickSILTY CLAY - grey, moist, very soft

- becoming wet

END OF BOREHOLE

80.6

77.0

August 9, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

80.66 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)

Open

0

1

2

3

Dry

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

0

0

1

2

2.5

SILTY CLAY - grey, moist, very soft

CLAYEY SILT - some sand, tracegravel; grey, wet, very soft

SANDY SILT TILL - trace clay, tracegravel, weathered shale fragments; grey,moist, very dense

END OF BOREHOLE

76.0

73.0

72.4

September 21, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

80.44 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On Completion


Depth toCave(m)6.71

0

1

2

3

4

5

6

7

8

4.56

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

2

2

2

2

4

69

3.09

2.47

2.43

1

BOREHOLE DRILLED FOR THEINSTALLATION OF GROUNDWATERMONITORING WELL. FORSTRATIGRAPHY, REFER TOBOREHOLE 318

END OF BOREHOLE


76.6

September 21, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

80.44 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:

On CompletionSeptember 22, 2017

October 4, 2017


Depth toCave(m)WellWellWell

0

1

2

3

3.663.500.55

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17


SANDY SILT TILL - trace clay, tracegravel; grey, wet, very dense

END OF BOREHOLE


74.9

74.4

September 21, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

80.84 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:


October 4, 2017



0

1

2

3

4

5

6

5.793.970.00

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

4

2

2

2

59/175mm

4.22

2.43

2.26

2.31


SILTY CLAY - trace sand, trace gravel;grey, moist, very soft

SANDY SILT TILL - some clay, tracegravel; grey, moist, compact

END OF BOREHOLE


80.8

77.7

77.0

September 22, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

82.18 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:


October 4, 2017



0

1

2

3

4

5

DryDry2.11

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

6

2

2

14

2.86

1.62


SILTY CLAY - grey, moist, very soft tosoft

CLAYEY SILT - some sand, tracegravel; grey, moist to wet, soft


END OF BOREHOLE


80.5

77.5

75.9

75.3

September 20, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

81.88 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:


October 4, 2017



0

1

2

3

4

5

6

Dry0.120.46

Time

Sheet No.


11

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

6

2

2

3

90

3.92

2.67

1.89

TOPSOIL - approximately 50 mm thickCLAYEY SILT - trace sand, traceorganics and rootlets in upper zone;brown to grey, moist, soft


84.4

81.7

75.5

September 20, 2017


CME-55 Track Mount

Geodetic

Drill Type:

Datum:

Auger Sample

SPT (N) Value

Dynamic Cone Test

Shelby Tube

Field Vane TestS


Natural Moisture



Penetrometer

Location:

Date Drilled:

SAMPLES


ELEV.m

84.47 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Continued Next Page

Project:


October 4, 2017



0

1

2

3

4

5

6

7

8

9

7.001.501.52

Time

Sheet No.


21

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

4

3

2

2

1

2

2.15

2.62

1.24

3.09

2.83

CLAYEY SILT - trace sand, tracegravel; grey, wet, soft

SANDY SILT TILL - trace clay, tracegravel; grey, moist, dense

END OF BOREHOLE


74.7

74.1

SAMPLES


ELEV.m

75.47 10 20 300.20.1


NaturalUnit

WeightkN/m3


GWL

SYMBOL

DEPTH


Project:


October 4, 2017



9

10

7.001.501.52

Time

Sheet No.


22

WaterLevel(m)


GW

GL0

2 B

RM

-002

295

73-C

0 -

PIC

KE

RIN

G P

AR

KW

AY

BO

RE

HO

LE L

OG

S.G

PJ

NE

W.G

DT

10/

16/

17

4

32




Appendix D Consolidation Tests Results




Appendix E Figures 1 to 6

010

20

30

40

50

60

70

80

90

10

0

0.0

01

0.0

10.1

110

10

0

Percent Passing

Gra

in S

ize in

Mil

lim

ete

rs

GR

AIN

SIZ

E D

IST

RIB

UT

ION

GR

AV

EL

SA

ND

SIL

T &

CLA

YC

OA

RS

E

UN

IFIE

D S

OIL

CL

AS

SIF

ICA

TIO

N S

YS

TE

M

PR

OJE

CT

: P

roposed P

ickering D

esig

n C

entr

e D

evelo

pm

ent

LO

CA

TIO

N: 1856 N

oti

on

Ro

ad

, P

ick

eri

ng

BO

RE

HO

LE

#:V

ari

ou

s

SA

MP

LE

#: V

ari

ou

s

DE

PT

H: N

/A

ELE

VA

TIO

N: N

/A

PR

OJE

CT

NO

:B

RM

-00229573-C

0FIGURE No.: 1

ME

DIU

MF

INE

FIN

EC

OA

RS

E

Cla

ss

ific

ati

on

of

Sa

mp

le:

Co

he

siv

e S

oil

s

Leg

en

d:

BH

303 S

S2

BH

304 S

S6B

BH

309 S

S9

BH

315 S

S5

BH

317 S

S3

BH

318 S

S3

BH

318 S

S5

BH

319 S

S4

BH

321 S

S4

010

20

30

40

50

60

70

80

90

10

0

0.0

01

0.0

10.1

110

10

0

Percent Passing

Gra

in S

ize in

Mil

lim

ete

rs

GR

AIN

SIZ

E D

IST

RIB

UT

ION

GR

AV

EL

SA

ND

SIL

T &

CLA

YC

OA

RS

E

UN

IFIE

D S

OIL

CL

AS

SIF

ICA

TIO

N S

YS

TE

M

PR

OJE

CT

: P

roposed P

ickering D

esig

n C

entr

e D

evelo

pm

ent

LO

CA

TIO

N: 1856 N

otion R

oad,

Pic

kering

BO

RE

HO

LE

#: V

arious

SA

MP

LE

#: V

arious

DE

PT

H: N

/A

ELE

VA

TIO

N: N

/A

PR

OJE

CT

NO

:B

RM

-00229573-C

0FIGURE No.: 2

ME

DIU

MF

INE

FIN

EC

OA

RS

E

Cla

ss

ific

ati

on

of

Sa

mp

le:

No

n-C

oh

es

ive

So

ils

Leg

en

d:

BH

302 S

S14

BH

305 S

S6

BH

306 S

S8

BH

306 S

S10

BH

307 S

S7

BH

308 S

S9

BH

308 S

S11

BH

311 S

S9

BH

312 S

S5

0

10

20

30

40

50

60

01

02

03

04

05

06

07

08

09

01

00

PLASTICITY INDEX (%)

LIQ

UID

LIM

IT (%

)MH

CH

CL -

ML

ML

CL

Pro

po

sed

Pic

keri

ng

Desig

n C

en

tre D

evelo

pm

en

t

CI

OI

OH

OL

MH

CH

CL -

ML

ML

CL

CI

OI

OH

OL

Fig

ure

No

: 3

Pro

ject N

o: B

RM

-00

22

95

73-C

0

DA

TE

9

/28

/20

17

MI

PLA

ST

ICIT

Y C

HA

RT

CLA

YE

Y S

ILT

/ S

ILT

Y C

LAY

SA

MP

LE

SS

6

SS

6

SS

9

SS

2

SS

6B

SS

4

SS

9

SS

5

SS

4

SS

6

SS

5

SS

4

SS

5

SS

3

SS

2

SS

3

SS

3

SS

6

SS

4

SS

3

SS

4

SS

5

No

.

BH

30

1

BH

30

2

BH

30

2

BH

30

3

BH

30

4

BH

30

6

BH

30

9

BH

31

0

BH

31

1

BH

31

1

BH

31

3

BH

31

4

BH

31

5

BH

31

6

BH

31

7

BH

31

7

BH

31

8

BH

31

8

BH

31

9

BH

32

0

BH

32

1

BH

32

2

LE

GE

ND

SY

MB

OL

0.8

Ka H

(kP

a)

EA

RT

H P

RE

SS

UR

E D

IST

RIB

UT

ION

ON

BR

AC

ED

SH

EE

TIN

G

IN N

ON

-CO

HE

SIV

E S

OIL

S (

SA

ND

S A

ND

SIL

TS

)

FIG

UR

E N

O.:

16

JO

B N

O.:

BR

M-0

02

295

73

-C0

DA

TE

: S

EP

TE

MB

ER

20

17

H (

m)

H (

m)

0.6

5 K

a H

(

(kP

a)

In C

om

pa

ct

to V

ery

De

ns

e N

on

-Co

hes

ive

So

ils

(K

a =

0.3

)

No

tes

:

1.

Ch

ec

k s

ys

tem

fo

r p

art

ial

exc

ava

tio

n c

on

dit

ion

2.

If t

he f

ree

wa

ter

leve

l is

ab

ove

th

e b

as

e o

f th

e e

xc

ava

tio

n, th

e h

yd

ros

tati

c p

res

su

re m

us

t b

e a

dd

ed

to

th

e a

bo

ve

pre

ss

ure

dis

trib

uti

on

3.

If t

he s

urc

ha

rge

lo

ad

ing

s a

re p

rese

nt

ne

ar

the

ex

ca

va

tio

n, th

es

e m

us

t b

e a

dd

ed

to

th

e l

ate

ral

= u

nit w

eig

ht

of

so

il =

21

.5 k

N/m

3

’ =

su

bm

erg

ed

un

it w

eig

ht

of

so

il (i.e

. b

elo

w g

rou

nd

wa

ter

leve

l) =

11.7

kN

/m3

In V

ery

Lo

os

e o

r D

istu

rbe

d N

on

-Co

hes

ive

So

ils

(Ka =

0.3

6)

4

EA

RT

H P

RE

SS

UR

E D

IST

RIB

UT

ION

ON

BR

AC

ED

SH

EE

TIN

G

IN C

OH

ES

IVE

CL

AY

S O

R C

LA

YE

Y S

OIL

S

FIG

UR

E N

O.:

17

JO

B N

O.:

BR

M-0

02

295

73

-C0

DA

TE

: S

EP

TE

MB

ER

20

17

0.2

5H

0.7

5H

H (

m)

0.2

5H

0.7

5H

H (

m)

0.3

H (

kP

a)

H -

4S

u (kP

a)

In S

tiff

to

Hard

Co

he

siv

e S

oils

In

Ve

ry S

oft

to

Fir

m C

oh

es

ive

So

ils

No

tes

:

1.

Ch

ec

k s

ys

tem

fo

r p

art

ial

exc

ava

tio

n c

on

dit

ion

2.

If t

he f

ree

wa

ter

leve

l is

ab

ove

th

e b

as

e o

f th

e e

xc

ava

tio

n, th

e h

yd

ros

tati

c p

res

su

re m

us

t b

e a

dd

ed

to

th

e a

bo

ve

pre

ss

ure

dis

trib

uti

on

3.

If t

he s

urc

ha

rge

lo

ad

ing

s a

re p

rese

nt

ne

ar

the

ex

ca

va

tio

n, th

es

e m

us

t b

e a

dd

ed

to

th

e l

ate

ral

pre

ss

ure

ca

lcu

lati

on

= u

nit w

eig

ht

of

so

il =

21

kN

/m3

’ =

su

bm

erg

ed

un

it w

eig

ht

of

so

il (i.e

. b

elo

w g

rou

nd

wa

ter

leve

l) =

11.2

kN

/m3

Su =

10

kP

a

5

100mm

200mm

D+0.6m

D

High Performance

Stone Chip Bedding

Geoweb cellular confinement

system placed on Texel F-300

or equivalent non-woven

geotextile separator

High Performance

Stone Chip Bedding

Granular Material

300mm

0.5D

GEOWEB PIPE BEDDING

Not to scale

BRM-00229573-C0

6

SEPTEMBER 2017

JOB NO.:

FIGURE NO.:

DATE.:




Appendix F Settlement Analyses

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: S

ett

lem

en

t A

na

lysi

s -

So

il P

rofi

le A

– P

relo

ad

: 5

5 k

Pa

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

1

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

0 1.5

3 5.5

7.5

12

15

m

Total Settlement (mm)

-7.0

2.1

11.2

20.3

29.4

38.5

47.6

56.7

65.8

74.9

84.0

max (stage): 83.6 mm

max (all): 83.6 mm

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: T

ime

Se

ttle

me

nt

Cu

rve

- S

oil

Pro

file

A –

Pre

loa

d:

55

kP

a

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

2

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: S

ett

lem

en

t A

na

lysi

s –

So

il P

rofi

le A

– P

relo

ad

: 7

5 k

Pa

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

3

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

0 1.5

3 5.5

7.5

12

15

m


-10

4

18

32

46

60

74

88

102

116

130


max (all): 125.0 mm

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: T

ime

Se

ttle

me

nt

Cu

rve

– S

oil

Pro

file

A –

Pre

loa

d:

75

kP

a

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

4

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: S

ett

lem

en

t A

na

lysi

s –

So

il P

rofi

le A

– P

relo

ad

: 1

00

kP

a

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

5

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

0 1.5

3 5.5

7.5

12

15

m


-20

3

26

49

72

95

118

141

164

187

210


max (all): 206.3 mm

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: T

ime

Se

ttle

me

nt

Cu

rve

– S

oil

Pro

file

A –

Pre

loa

d:

10

0 k

Pa

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

6

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: S

ett

lem

en

t A

na

lysi

s -

So

il P

rofi

le B

– P

relo

ad

: 5

5 k

Pa

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

1

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

0 1 3 4 5 10

m


-4.0

-0.2

3.6

7.4

11.2

15.0

18.8

22.6

26.4

30.2

34.0


max (all): 33.5 mm

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: T

ime

Se

ttle

me

nt

Cu

rve

- S

oil

Pro

file

B –

Pre

loa

d:

55

kP

a

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

2

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: S

ett

lem

en

t A

na

lysi

s –

So

il P

rofi

le B

– P

relo

ad

: 7

5 k

Pa

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

3

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

0 1 3 4 5 10

m


-7.0

-0.8

5.4

11.6

17.8

24.0

30.2

36.4

42.6

48.8

55.0


max (all): 54.6 mm

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: T

ime

Se

ttle

me

nt

Cu

rve

– S

oil

Pro

file

B –

Pre

loa

d:

75

kP

a

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

4

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: S

ett

lem

en

t A

na

lysi

s –

So

il P

rofi

le B

– P

relo

ad

: 1

00

kP

a

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

5

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

0 1 3 4 5 10

m


-10

3

16

29

42

55

68

81

94

107

120


max (all): 114.4 mm

Pro

ject

: S

up

ple

me

nta

ry G

eo

tech

nic

al

Inve

stig

ati

on

, P

rop

ose

d P

ick

eri

ng

De

sig

n C

en

tre

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ve

lop

me

nt,

Pic

ke

rin

g P

ark

wa

y a

nd

No

tio

n R

oa

d,

Pic

ke

rin

g,

On

tari

o

An

aly

sis

De

scri

pti

on

: T

ime

Se

ttle

me

nt

Cu

rve

– S

oil

Pro

file

B –

Pre

loa

d:

10

0 k

Pa

Str

uct

ure

: P

ick

eri

ng

De

sig

n C

en

tre

De

ve

lop

me

nt

Fig

ure

No

: S

6

Da

te:

Se

pte

mb

er

27

, 2

01

7

Pro

ject

No

: B

RM

-00

22

95

73

-C0

metropia (notion road) limited partnership · project number brm-00229573-c0 prepared by: exp...

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