Preliminary Geotechnical Investigation 40-44 Broadway ...

Preliminary Geotechnical Investigation

40-44 Broadway Avenue

Toronto, Ontario

Prepared For:

Collecdev

DS Project No : 18-701-10

Date : November 19, 2018

DS CONSULTANTS LTD.

6221 Highway 7, Unit 16

Vaughan, Ontario, L4H 0K8

Telephone: (905) 264-9393

www.dsconsultants.ca

Project: 18-701-10

Geotechnical Investigation 40-44 Broadway Avenue

Toronto, Ontario 1

DS Consultants Ltd. October 16, 2018

Table of Contents

1. INTRODUCTION ................................................................................................................................ 2

2. FIELD AND LABORATORY WORK ....................................................................................................... 3

3. SUBSURFACE CONDITIONS ............................................................................................................... 3

3.1 Soil Conditions .......................................................................................................................... 3

3.2 Groundwater Conditions .......................................................................................................... 5

4. FOUNDATIONS ................................................................................................................................. 6

5. FLOOR SLAB AND PERMANENT DRAINAGE ....................................................................................... 6

6. ELEVATOR AND SUMP PITS ............................................................................................................... 7

7. FROST PROTECTION ......................................................................................................................... 7

8. EARTH AND WATER PRESSURES........................................................................................................ 7

9. EXCAVATION AND GROUNDWATER CONTROL .................................................................................. 8

10. EARTHQUAKE CONSIDERATIONS ...................................................................................................... 9

11. TEMPORARY SHORING ..................................................................................................................... 9

12. GENERAL COMMENTS AND LIMITATIONS OF REPORT .................................................................... 10

DRAWINGS

BOREHOLE LOCATION PLAN 1

GENERAL COMMENTS ON SAMPLE DESCRIPTIONS 1A

BOREHOLE LOGS 2 – 7

GRAIN SIZE DISTRIBUTION CURVES 8

DRAINAGE RECOMMENDATIONS 9 TO 11

Project: 18-701-10

Preliminary Geotechnical Investigation 40-44 Broadway Avenue

Toronto, Ontario 2

DS Consultants Ltd. November 19, 2018

1. INTRODUCTION

DS Consultants Limited (DSCL)was retained by Collecdev to undertake a preliminary geotechnical

investigation for the proposed development located at 40-44 Broadway Aveneue in Toronto,

Ontario.

It is understood that the existing site is occupied by a church which will be demolished.

It is also understood that the proposed development will consist of a new church and a thirty-five

(35) storey residential building with up to five (5) levels of underground parking below the entire

church and the high-rise building. The finished floor elevation of P5 floor is not known to us to us at

the time of writing this report.

Trafalgar environmental Consultants (TEC) carried out an environmental inspection and soil sampling

program (Project No. T16124, dated May 15, 2017) and a total of nine Boreholes (BH1 through BH9)

were drilled to depths ranging from 6.1 to 7.6m below ground surface.

A Phase 2 Environmental Investigation (Project No. T17121, dated Jan. 12 to April 13, 2018) at the

subject site was carried out by Trafalgar Environmental Consultants (TEC) and a total of twenty-one

(21) boreholes were drilled to depths ranging from 1.5 to 7.6m below ground surface. Four (4)

boreholes MW1, MW3, MW5 and MW7 were equipped with monitoring wells of 50mm dia. The logs

of the boreholes MW1, MW3, MW5 and MW7 are attached in Appendix A of this report.

DS is also carrying out environmental and hydrogeological investigations at the subject site and the

findings will be documented under separate covers. This report deals with the geotechnical aspects

of the site.

The purpose of this geotechnical investigation was to determine the subsurface conditions at the

three (3) deep borehole locations and from the findings at the boreholes make geotechnical

recommendations for the following:

1. Foundations

2. Floor slabs and permanent drainage

3. Excavations and groundwater control

4. Temporary shoring

5. Earth pressures

6. Earthquake considerations

This report is provided on the basis of the terms of reference presented above and on the

assumption that the design will be in accordance with applicable codes and standards. If there are

any changes in the design features relevant to the geotechnical analyses, or if any questions arise

concerning the geotechnical aspects of the codes and standards, this office should be contacted to

review the design. It may then be necessary to carry out additional borings and reporting before the

recommendations can cater to the changed design.

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Toronto, Ontario 3


The site investigation and recommendations follow generally accepted practice for geotechnical

consultants in Ontario. The format and contents are guided by client specific needs and economics

and do not conform to generalized standards for services. Laboratory testing for most part follows

ASTM or CSA Standards or modifications of these standards that have become standard practice.

This report has been prepared for Collecdev, its architect and designers. Use of this report by third

party without DS consent is prohibited.

2. FIELD AND LABORATORY WORK

A total of six deep and shallow boreholes (BH18-1 through BH18-6 and BH18-1A see Drawing 1 for

borehole locations) were drilled at the subject site. Boreholes BH18-1, BH18-2 and BH18-5 were

drilled for the geotechnical and hydrogeological study to depths ranging from 18.6 to 25.0m below

ground surface. Boreholes BH18-3, BH18-4 and BH18-6 were drilled to shallower depths ranging

from 2.1 to 3.5m. BH18-1A was drilled adjacent to BH18-1 for the environmental purposes to a

depth of 13.7m below ground surface.

These boreholes were drilled with solid and hollow stem continuous flight auger equipment by a

drilling sub-contractor under the direction and supervision of DS personnel. Samples were retrieved

at regular intervals with a 50 mm O.D. split-barrel sampler driven with a hammer weighing 624 N and

dropping 760 mm in accordance with the Standard Penetration Test (SPT) method. The samples

were logged in the field and returned to the DS laboratory for detailed examination by the project

engineer and for laboratory testing.

As well as visual examination in the laboratory, all soil samples from geotechnical boreholes were

tested for moisture contents. Grain size analyses of four (4) selected soil samples were conducted

and the results are presented on individual logs and on Drawing 8.

Water level observations were made during and upon completion of drilling. Boreholes BH18-1,

BH1A, BH18-2 and BH18-5 were equipped with 50mm dia. monitoring wells for the long-term

groundwater measurements.

Surveying at the borehole locations was undertaken by DS personnel and the elevations at the

borehole locations were referenced to geodetic benchmark.

3. SITE AND SUBSURFACE CONDITIONS

The Site is comprised of a 0.42 hectare (1.037 acre) parcel of land, which is currently developed with

a church (St. Monica’s Church). The borehole location plan is shown on Drawing 1. General notes on

sample description are provided on Drawing 1A. The subsurface conditions at the boreholes are

presented in the individual borehole logs presented on Drawings 2 to 7.

3.1 Soil Conditions

PAVEMENT STRUCTURE: Boreholes BH18-3 to BH18-6 were drilled on paved surface and

encountered a pavement structure consisting of 60 to 120mm of asphaltic concrete overlying 150 to

700mm of granular base.

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Toronto, Ontario 4


FILL: Fill material was found in all boreholes extending to depths ranging from 1.5 to 3.8m below

ground surface. The fill consisted of sand and gravel, silty clay to clayey silt and silty sand. Fill was

found in a stiff consistency/compact to dense state with, measured SPT ‘N’ values ranging from 10 to

40 blows per 300 mm penetration. Traces of organics and brick fragments were also observed in fill

material.

UPPER COHESIONLESS DEPOSITS: Below fill and silty sand till at BH18-1, silty sand till at BH18-2 and

below clayey silt silty at BH18-5, upper cohesionless deposits of silty sand, sand and gravel and sandy

silt were encountered and extended to depths ranging from (9.1m at BH18-5) to (17.8 to 19.8m at

BH18-1 and BH18-2). Upper cohesionless deposits were found wet at BH18-1 at a depth of 3.8m and

10.7m below ground surface. Upper cohesionless deposits were found generally in a dense to very

dense state with occasional compact layers with, measured SPT ‘N’ values ranging from 15 to more

than 50 blows per 300mm of penetration.

Grain size analyses of one sand sample from upper cohesionless deposits (BH18-1/SS12) was

conducted and the result is presented on Drawing 8, with the following fractions:

Sand: 85%

Silt: 14%

Clay: 1%

SILTY SAND TILL: Below upper cohesionless deposits at BH18-1 and below clayey silt till deposit at

BH18-2, silty sand till deposits was encountered and extended to depths ranging from 9.2 to 10.7m

below ground surface. An interbedded wet sand layer was found at a depth of 9.9m in BH18-1. These

deposits were found in a dense to very dense state with, measured SPT ‘N’ values ranging from 46 to

more than 50 blows per 300mm of penetration.

Grain size analysis of one silty sand till sample (BH18-1/SS7) was conducted and the result is

presented in Drawing 8, with the following fractions:

Gravel: 3%

Sand: 43%

Silt: 49%

Clay: 5%

CLAYEY SILT TILL: Below fill material at BH18-2, BH18-3, BH18-5 and BH18-6, clayey silt till deposit

was encountered and extended to depths ranging from 3.5 to 6.1m below ground surface. This

deposit was found generally in a very stiff to hard consistency with occasional firm layers with,

measured SPT ‘N’ values ranging from 8 to more than 50 blows per 300mm of penetration.

Boreholes BH18-3 and BH18-6 were terminated in this deposit.

Grain size analysis of one clayey silt till sample (BH18-2/SS5) was conducted and the result is

presented in Drawing 8, with the following fractions:

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Gravel: 3%

Sand: 33%

Silt: 51%

Clay: 13%

MIDDLE COHESIVE DEPOSITS: Below the upper cohesionless deposits at BH18-1, BH18-2 and BH18-

5, middle cohesive deposits of silty clay to clay silt were encountered and extended to depths

ranging from (10.7m at BH18-5) to (18.3 to 21.3m at BH18-1 and BH18-2). Middle cohesive deposits

were found in a hard consistency with, measured SPT ‘N’ values ranging from 35 to more than 50

blows per 300mm of penetration.

LOWER COHESIONLESS DEPOSITS: Below the middle cohesive deposits at BH18-1, BH18-2 and BH18-

5, lower cohesionless deposits were encountered and extended to the termination depths of the

boreholes. Lower cohesionless deposits were found in a very dense state with, measured SPT ‘N’

values of more than 50 blows per 300mm of penetration. Lower cohesionless deposits were found

wet below depths ranging from 16.8 to 21.3m below ground surface.

Grain size analysis of one sandy silt sample from lower cohesionless deposits (BH18-1/SS19) was

conducted and the result is presented in Drawing 8, with the following fractions:

Sand: 39%

Silt: 57%

Clay: 4%

3.2 Groundwater Conditions

Four Boreholes drilled by DS BH18-1, BH18-1A, BH18-2 and BH18-5 were equipped with monitoring

wells of 50mm dia. to measure the stabilized groundwater. The groundwater level measured at

BH18-1, BH18-1A and BH18-2 was found at depths ranging from 13.5 to 14.3, corresponding to Elev.

148.2 to 151.9m below existing grades. BH18-5 and the monitoring wells installed by TEC (MW1,

MW3, MW5 and MW7) were found dry. Table 1 summarizes the depth and elevation of water level

readings in monitoring wells.

Table 1: Summary of Groundwater Level Measurements

Groundwater Level Measurements in Monitoring Wells Installed by

DS Consultants in Sept. 2018

Depth/Elev. of Screen

inferred (m)

BH No. Ground

Surface

Elevation

(m)

Ground water Depth/Elevation (m)

Oct. 03/18 Oct. 11/18 Nov. 14, 2018

BH18-1 162.4 14.3/148.2 14.3/148.2 13.7/148.8 21.3 – 24.3 (141.2 – 138.2)

BH18-1A 162.5 13.7/148.7 13.6/148.8 13.6/148.8 10.7 – 13.7 (151.8 – 148.8)

BH18-2 165.5 Dry Dry 13.5/151.9 10.7 – 13.7 (154.8 – 151.8)

BH18-5 164.6 Dry Dry Dry 12.2 – 15.2 (152.4 – 149.4)

Groundwater Level Measurements in Monitoring Wells Installed by

TEC in Jan. 2018

Project: 18-701-10


Toronto, Ontario 6


MW1 - Dry 3.4 – 6.4

MW3 - Dry 4.6 – 7.6

MW5 - Dry 3.0 – 6.0

MW7 - Dry 3.0 – 6.0

It should be noted that the groundwater levels can vary and are subject to seasonal fluctuations in

response to major weather events.

4. FOUNDATIONS

It is also understood that the proposed development will consist of a new church and a thirty-five

(35) storey residential building with up to five (5) levels of underground parking below the entire

church and the high-rise building. The P5 level is anticipated to be at about 15m below existing

grade. The footings are expected to be about 1 to 2m below the P5 basement floor.

Based on the information from boreholes, the proposed building with five levels of basement can be

supported by conventional spread and strip footings / mat foundations for a bearing capacity of 600

to 800 kPa at SLS (Serviceability Limit States), and for a factored geotechnical resistance of 900 to

1200 kPa at ULS (Ultimate Limit States) at the anticipated founding levels. The lower value is for 2

levels of basement and the upper value is for 3 or more levels of basement.

Foundations designed to the specified bearing capacity at the Serviceability Limit States (SLS) are

expected to settle less than 25mm total and 19mm differential.

A subgrade reaction coefficient of kt=25 MPa/m can be used for the design of the raft foundation

Where it is necessary to place foundations at different levels, the upper footing must be founded

below an imaginary 10 horizontal to 7 vertical line drawn up from the base of the lower footing. The

lower footing must be installed first to help minimize the risk of undermining the upper footing. In

the vicinity of the existing buried utilities, all footings must be lowered to undisturbed native soils, or

alternatively the services must be structurally bridged.

It should be noted that the recommended bearing capacities have been calculated by DS Consultants

Limited from the borehole information for the preliminary design stage only. The investigation and

comments are necessarily on-going as new information of the underground conditions becomes

available. For example, more specific information is available with respect to conditions between

boreholes when foundation construction is underway. The interpretation between boreholes and

the recommendations of this report must therefore be checked through field inspections provided

by DS Consultants Limited to validate the information for use during the construction stage.

5. FLOOR SLAB AND PERMANENT DRAINAGE

The basement floor can be supported on grade provided the surficially loose/softened soils are

removed and the base thoroughly proof rolled. Any backfill required to raise the grade can consists

of inorganic soil, placed in shallow lifts and compacted to 98 percent of Standard Proctor Maximum

Dry Density (SPMDD).

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A moisture barrier consisting of at least 200mm of 19mm clear crushed stone should be installed

under the floor slab.

A perimeter and underfloor drainage system will be required around the exterior basement walls.

Typical drainage and backfill recommendations are illustrated on Drawing 9.

Wherever the exposed subgrade consists of cohesionless soils below the water table; all openings

including the subgrade must be covered or wrapped with filter fabric, typically a Class II non-woven

textile with a filtration opening size (F.O.S.) of 50 to 100 μm.

6. ELEVATOR AND SUMP PITS

For elevator and sump pits be installed in sandy and silty deposits, below groundwater table,

drainage systems at the base level of the elevator pits are not recommended, due to the concern of

loss of fines. The elevator pits can be designed as water-tight structures, and water pressure on the

pit walls and the slab should be considered, assuming the water table at about 0.3m below the

adjacent basement floor.

7. FROST PROTECTION

All footings exposed to seasonal freezing conditions must have at least 1.2 metres of soil cover for

frost protection.

There is no official rule governing the required founding depth for footings below unheated

basement floors. Certainly, it will not be greater than the 1.2 m required in Southern Ontario for

exterior footings. Un-monitored experience indicates that a shallower depth ranging from 0.82 to

0.9 m for interior column footings and 0.4 m for wall footings has been successful where 2 or more

basement levels apply. The 0.82 m depth is believed to be close to the minimum structural

requirement for interior column footings. Adjacent to air shafts and entrance and exit doors, a

footing depth of 1.2 m below floor level is required or, alternatively, insulation protection must be

provided.

It is also emphasized that underfloor drainage and/or an adequate free draining gravel base is

required to minimize the risk of floor dampness. Floor dampness could lead to temporary icing and

the risk of accidents.

8. EARTH AND WATER PRESSURES

The lateral earth pressures acting on foundation walls may be calculated from the following

expression:

p = K(γ h +q)

where, p = Lateral earth pressure in kPa acting at depth h

K = Earth pressure coefficient, assumed to be 0.40 for vertical walls

and horizontal backfill for permanent construction

γ = Unit weight of backfill, a value of 21 kN/m3 may be assumed

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Toronto, Ontario 8


h = Depth to point of interest in metres

q = Equivalent value of surcharge on the ground surface in kPa

The above expression assumes that the perimeter drainage system prevents the build-up of any

hydrostatic pressure behind the wall.

9. EXCAVATION AND GROUNDWATER CONTROL

Excavation can be carried out with heavy hydraulic backhoe. Any excavation below wet sandy

deposits (below elevations of 151.9m and 148.8m) will require positive dewatering using well

points/eductors; otherwise it will result in an unstable base and flowing sides. The groundwater

table must be lowered to at least 1.0m below the deepest excavation. A contractor specializing in

dewatering should be retained to design the dewatering systems. At other locations groundwater

can be controlled using pumping from sumps. DS is carrying out a hydrogeological study at the

subject site and more comments regarding the type and extent of groundwater control required will

be addressed in the hydrogeology report.

It should be noted that the till is a non-sorted sediment and therefore may contain boulders.

Provisions must be made in the excavation contract for the removal of possible boulders in the till or

obstructions in the fill material.

All temporary excavations must be carried out in accordance with the most recent Occupational

Health and Safety Act (OHSA). In accordance with OHSA, the fill material and cohesionless sandy and

silty soils can be classified as Type 3 Soil above groundwater and Type 4 Soil below groundwater

table. The very stiff to hard clayey silt till can be classified as Type 2 soil above groundwater table.

The select inorganic fill and native soils free from topsoil and organics can be used as general

construction backfill where it can be compacted with sheep's foot type compactors. Loose lifts of

soil, which are to be compacted, should not exceed 200 mm.

Imported Granular 'B' fill is recommended in areas where free draining material is required, i.e.

backfill behind foundation walls and in footing trenches.

Imported granular fill, which can be compacted with hand held equipment, should be used in

confined areas.

Depending on the time of construction and weather, some excavated material may be too wet to

compact and will require aeration prior to its use.

It should be noted that the excavated soils are subject to moisture content increase during wet

weather which would make these materials too wet for adequate compaction. Stockpiles should

therefore be compacted at the surface or be covered with tarpaulins to help minimize moisture

uptake.

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Toronto, Ontario 9


10. EARTHQUAKE CONSIDERATIONS

Based on the existing borehole information and according to Table 4.1.8.4.A of OBC 2012, the

subject site for the proposed development building with five levels of basement can be classified as

“Class C” for seismic site response

11. TEMPORARY SHORING

It is understood that the proposed excavations may be supported by a temporary shoring system

consisting of timber lagging and soldier piles. A caisson wall may be required to support adjacent

structures. The requirement for caisson walls is given on Drawings 10 and 11. A continuous caisson

wall may be required if excavation exceeds below 13.5m.

The shoring system must be designed in accordance with the Fourth Edition of the Canadian

Foundation Engineering Manual. The soil parameters estimated to be applicable for this design are

as follows:

1) Earth Pressure Coefficients

(a) where movement must be minimal

K0=0.50 for shoring near TTC structures

K=0.45 for shoring not within influence of the TTC structures

(b) where minor movement (.002H) can be tolerated K=0.28

(c) passive earth pressure for soldier piles (unfactored) Kp=4

(d) where minor movement (.002H) can be tolerated K= 0.25

(e) passive earth pressure for soldier piles (unfactored) Kp=4 for very dense soils

2) For stability check

φ= 32°

c= 0

γ = 21 kN/m3

Surcharge is to be determined by shoring contractor.

3) For earth anchors

An allowable bond value of 50 kPa is suggested; this value depends on anchor installation methods

and grouting procedures. Gravity poured concrete can result in low bond values while pressure

grouted anchors will give higher values and produce a more satisfactory anchor.

The top anchor must not be placed lower than 3.0 metres below the top of level ground surface.

Anchors will require casing when penetrating through wet sand and silt layers. The bond value of 50

KPa is suggested but this value is arbitrary since the contractor’s installation procedures will

determine the actual soil to concrete bond value. Hence, the contractor must decide on a capacity

Project: 18-701-10


Toronto, Ontario 10


and confirm its availability. All anchors must be tested as indicated in the Foundation Manual, 4th

edition.

The soldier piles should be installed in pre-augered holes taken below the deepest excavation. The

holes should be filled with concrete below the excavation level and half bag mix above the base of

the excavation. The concrete strength must be specified by the shoring designer. Temporary liners

will be required to help prevent the sand deposits from caving during the installation period.

Positive measures may be required to prevent the loss of soil through the spaces between the

lagging boards. This could probably be achieved by placing well-graded sand and gravel behind the

lagging boards or by installing a geotextile filter cloth.

Soil anchors will be required to support the shoring. The anchors must be of a length that meets the

Canadian Foundation Manual recommendations. It is important to note that the minimum length

lies beyond the 45 - φ/2 + .15H line drawn from the base of the soldier pile and the overall stability of

the system must be checked at each anchor level.

Adhesion on the buried caisson shaft or behind the shoring system must be neglected when

designing this shoring system.

Movement of the shoring system is inevitable. Vertical movements will result from the vertical load

on the soldier piles resulting from the inclined tiebacks and inward horizontal movement results

from earth and water pressures. The magnitude of this movement can be controlled by sound

construction practices, and it is anticipated that the horizontal movement will be in the range of 0.1

to 0.25%H.

To ensure that movements of the shoring are within an acceptable range, monitoring must be

carried out. Vertical and horizontal targets on the soldier piles must be located and surveyed before

excavation begins. Weekly readings during excavation should show that the movements will be

within those predicted; if not, the monitoring results will enable directions to be given to improve

the shoring.

12. GENERAL COMMENTS AND LIMITATIONS OF REPORT

DS Consultants Limited (DSCL) should be retained for a general review of the final design and

specifications to verify that this report has been properly interpreted and implemented. If not

accorded the privilege of making this review, DSCL will assume no responsibility for interpretation of

the recommendations in the report.

This report is intended solely for the Client named. The material in it reflects our best judgment in

light of the information available to DSCL at the time of preparation. Unless otherwise agreed in

writing by DSCL, it shall not be used to express or imply warranty as to the fitness of the property for

a particular purpose. No portion of this report may be used as a separate entity, it is written to be

read in its entirety.

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

the test hole locations. The information contained herein in no way reflects on the environment

aspects of the project, unless otherwise stated. Subsurface and groundwater conditions between

Project: 18-701-10

Geotechnical Investigation 40-44 Broadway Avenue

Toronto, Ontario 12


Drawings

Project No.: 18-701-10

Drawing 1A: Notes On Sample Descriptions

1. All sample descriptions included in this report generally follow the Unified Soil Classification. Laboratory grain size

analyses provided by DSCL also follow the same system. Different classification systems may be used by others, such

as the system by the International Society for Soil Mechanics and Foundation Engineering (ISSMFE). Please note that,

with the exception of those samples where a grain size analysis and/or Atterberg Limits testing have 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 MILLIMETRES

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 preliminary 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.

161.7

160.0

158.7

157.9

151.8

49

14

FILL: sand & gravel, grey, moist,compact

FILL: limestone screenings, grey,moist, loose50mm thick silty clay, trace organicslayer at 0.9m

FILL: silty clay mixed withlimestone screening, grey to brown,moist, soft to firm

SILTY FINE SAND: trace clay,brown, moist, compact

SILTY SAND TILL: trace clay,trace gravel, brown to grey, moist towet, dense to very dense

layer of silty clay at 9.1m

layer of wet sand at 9.9m

SAND: trace silt, grey, wet, verydense

3

0.8

2.5

3.8

4.6

10.7

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

10

11

12

43

85

16

7

4

4

5

15

46

68

59

50/150mm

50/150mm

92/275mm

5

1

Continued Next Page

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20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 2

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Numbers referto Sensitivity

w

WATER CONTENT (%)

wP

DEPTH

SA

1st 2nd 4th3rdGROUNDWATER ELEVATIONS

(kN

/m3)

DRILLING DATA

Method: Hollow Stem Augers

Diameter: 200mm

Date: Sep-24-2018

PROJECT: Geotechnical Investigation- Proposed High-rise Building

CLIENT: Collecdev

PROJECT LOCATION: 40-44 Broadway Avenue in Toronto, Ontario

DATUM: Geodetic

BH LOCATION: See Drawing 1

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL

SHEAR STRENGTH (kPa)

TY

PE

,3

CL

=3%Strain at Failure

Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)

NATURALMOISTURECONTENT

3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

162

161

160

159

158

157

156

155

154

153

152

151

150

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

162.5

PLASTICLIMIT

FIELD VANE& Sensitivity

ELEV

DYNAMIC CONE PENETRATIONRESISTANCE PLOT

wL

0.0

UNCONFINED

LOG OF BOREHOLE BH18-1D

S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

Bentonite Grout

145.4

144.2

142.7

137.5

57

SAND: trace silt, grey, wet, verydense(Continued)

SILT TO CLAYEY SILT: tracegravel, grey, wet, hard

SILT: trace to some clay, tracesand, grey, wet, very dense

SANDY SILT: trace clay, grey, wet,very dense

frequent sand seams below 24m

END OF BOREHOLENotes:1) 50mm dia. monitoring wellinstalled in the borehole uponcompletion.

17.1

18.3

19.8

25.0

SS

SS

SS

SS

SS

SS

SS

SS

13

14

15

16

17

18

19

20

39

90

50/150mm

74

50/125mm

50/150mm

50/150mm

86

74

4

Continued Next Page

2 OF 3

20 40 60 80 100GR

OU

ND

WA

TE

R

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NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 2

14

15

16

17

18

19

20

21

22

23

24

25


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 200mm

Date: Sep-24-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

149

148

147

146

145

144

143

142

141

140

139

138

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.PLASTIC

LIMIT


ELEV


wL

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

Filter pack

Slotted Pipe

W. L. 148.8 mNov 14, 2018

2) Water Level ReadingsDate Water Depth (mbgs)Nov. 14, 2018 13.7Oct. 11, 2018 14.3Oct 03, 2018 14.3

3 OF 3

20 40 60 80 100GR

OU

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WA

TE

R

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ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 2


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 200mm

Date: Sep-24-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.PLASTIC

LIMIT


ELEV


wL

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

Staright augered to 13.7m withoutsoil sampling and a 50mm dia.monitoring well installed

Continued Next Page

1 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

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NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 2A

1

2

3

4

5

6

7

8

9

10

11

12

13


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 200mm

Date: Sep-25-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

162

161

160

159

158

157

156

155

154

153

152

151

150

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

162.5

PLASTICLIMIT


ELEV


wL

0.0

UNCONFINED

LOG OF BOREHOLE BH18-1AD

S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

Bentonite Grout

Filter pack

Slotted Pipe

148.8

Staright augered to 13.7m withoutsoil sampling and a 50mm dia.monitoring well installed(Continued)

END OF BOREHOLENotes:1) BH18-1A was drilled adjacent toBH18-1 and a 50mm dia.monitoring well installed.2) Water Level ReadingsDate Water Depth (mbgs)Nov. 14, 2018 13.6Oct. 11, 2018 13.6Oct 03, 2018 13.7

13.7

2 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 2A


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 200mm

Date: Sep-25-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

149

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.PLASTIC

LIMIT


ELEV


wL

UNCONFINED

LOG OF BOREHOLE BH18-1AD

S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

W. L. 148.9 mNov 14, 2018

165.5165.2165.0

164.7

164.0

159.4

156.3

154.8

51

ASPHALTIC CONCRETE 60mmGRANULAR BASE: 200mmFILL: silt to clayey silt mixed withtopsoil & organics, trace brickfragements, brown, wet, looseFILL: sand, trace silt, brown, moist,looseFILL: silt to clayey silt, tracetopsoil, trace gravel, brown, moist,looseCLAYEY SILT TILL: trace gravel,sandy with seams of sand, brown,moist, stiff to hard

SILTY SAND TILL: trace gravel,trace to some clay, seams of sand,brown, moist, very dense

SAND AND GRAVEL: trace silt,brown, moist, very dense

SAND: trace to some silt, brown,moist, very dense

3

0.1

0.30.5

0.8

1.5

6.1

9.2

10.7

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

10

11

33

4

5

8

85

83/275mm

72

57

56

50/150mm

50/150mm

50/150mm

13

Continued Next Page

1 OF 3

20 40 60 80 100GR

OU

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WA

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NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 3

1

2

3

4

5

6

7

8

9

10

11

12

13


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA

Method: Solid Stem Augers

Diameter: 150mm

Date: Sep-25-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

165

164

163

162

161

160

159

158

157

156

155

154

153

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

165.5

PLASTICLIMIT


ELEV


wL

0.0

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

Bentonite Grout

Filter pack

Slotted Pipe

145.7

144.2

142.6

140.7

SAND: trace to some silt, brown,moist, very dense(Continued)

SILT TO CLAYEY SILT: tracesand, grey, moist, hard

SAND: trace silt, grey, wet, verydense

SILT TO SANDY SILT: trace sand,trace clay, grey, wet, very dense

END OF BOREHOLENotes:1) 50mm dia. monitoring wellinstalled in the borehole uponcompletion.2) Water Level Readings

19.8

21.3

22.9

24.8

SS

SS

SS

SS

SS

SS

SS

SS

12

13

14

15

16

17

18

19

50/150mm

50/100mm

94/250mm

50/150mm

50/150mm

50/150mm

89/275mm

84

Continued Next Page

2 OF 3

20 40 60 80 100GR

OU

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WA

TE

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NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 3

14

15

16

17

18

19

20

21

22

23

24


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 150mm

Date: Sep-25-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

152

151

150

149

148

147

146

145

144

143

142

141

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.PLASTIC

LIMIT


ELEV


wL

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

W. L. 152.0 mNov 14, 2018

Date Water Depth (mbgs)Nov. 14, 2018 13.5Oct. 11, 2018 DryOct 03, 2018 Dry

3 OF 3

20 40 60 80 100GR

OU

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WA

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ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 3


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 150mm

Date: Sep-25-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.PLASTIC

LIMIT


ELEV


wL

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

164.7164.4

164.0

163.3

163.0

161.1

ASPHALTIC CONCRETE :110mmGRANULAR BASE: 250mmFILL: sand, trace gravel, trace silt,brown, moist, looseFILL: clayey silt, traceorganics/topsoil, brown to grey, verymoist, looseFILL: silty clay, sandy, trace gravel,brown, moist, stiffCLAYEY SILT TILL: sandy, tracegravel, brown, moist, stiff to hard

END OF BOREHOLENotes:1) Borehole dry upon completion

0.1

0.4

0.8

1.5

1.8

3.7

SS

SS

SS

SS

SS

1

2

3

4

5

6

3

8

41

60

1 OF 1

20 40 60 80 100GR

OU

ND

WA

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ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 4

1

2

3


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 150mm

Date: Sep-27-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

164

163

162

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

164.8

PLASTICLIMIT


ELEV


wL

0.0

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

164.3164.0

162.3

ASPHALTIC CONCRETE: 100mmGRANULAR BASE: 300mmFILL: sand and gravel, someconcrete fragments, trace asphalt &brick fragments, brown, moist,loose to dense

END OF BOREHOLE:Notes:1) BH moved 1.5m Northwest dueto the concrete pieces and augerrefusal at 0.8m2) BH moved 1.0m Southeast of firstBH. Auger refusal at 2.1m

0.1

0.4

2.1

SS

SS

SS

1

2

3

14

8

32

1 OF 1

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 5

1

2


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 200mm

Date: Sep-27-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

164

163

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

164.4

PLASTICLIMIT


ELEV


wL

0.0

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

164.5

163.8

162.3

160.0

158.5

157.0

155.5

153.9

ASPHALT SLAB: 120mmGRANULAR BASE: 700mm

FILL: clayey silt, trace gravel,sandy, brown, moist, loose

trace brick fragements below 1.5 m

CLAYEY SILT TILL: trace gravel,sandy, moist, brown, very stiff tohard

SAND: seams of silt, brown, moist,dense

SILTY SAND TILL: trace gravel,trace clay, brown, very moist, dense

SANDY SILT: seams of silty clay,brown to grey, moist, very dense

SILTY CLAY: seams of sand,grey, moist

SAND: trace silt, brown, moist tovery moist, very dense

0.1

0.8

2.3

4.6

6.1

7.6

9.1

10.7

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

10

11

11

6

4

24

43

42

42

53

35

50/150mm

50/125mm

Continued Next Page

1 OF 2

20 40 60 80 100GR

OU

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WA

TE

R

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ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 6

1

2

3

4

5

6

7

8

9

10

11

12

13


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 150mm

Date: Sep-27-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

164

163

162

161

160

159

158

157

156

155

154

153

152

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

164.6

PLASTICLIMIT


ELEV


wL

0.0

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

Bentonite Grout

Filter pack

146.0

SAND: trace silt, brown, moist tovery moist, very dense(Continued)

some silt, trace clay, grey, wetbelow 16.8 m

END OF BOREHOLENotes:1) 50mm dia. monitoring wellinstalled in the borehole uponcompletion.2) Water Level ReadingsDate Water Depth (mbgs)Nov. 14, 2018 DryOct. 11, 2018 DryOct 03, 2018 Dry

18.6

SS

SS

SS

SS

12

13

14

15

50/125mm

50/125mm

56

50/150mm

2 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 6

14

15

16

17

18


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 150mm

Date: Sep-27-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

151

150

149

148

147

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.PLASTIC

LIMIT


ELEV


wL

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

Slotted Pipe

Sand

165.5165.3

163.8

162.0

ASPHALT SLAB: 60mmGRANULAR BASE: 150mmFILL: silty sand, trace gravel,brown, moist, loose

CLAYEY SILT TILL: sandy, tracegravel, brown, moist, very stiff tohard

END OF BOREHOLE

0.10.2

1.7

3.5

SS

SS

SS

SS

SS

1

2

3

4

5

7

7

26

54

78

1 OF 1

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

DESCRIPTION

GR

REF. NO.: 18-701-10

ENCL NO.: 7

1

2

3


w

WATER CONTENT (%)

wP

DEPTH

SA


(kN

/m3)

DRILLING DATA


Diameter: 150mm

Date: Sep-26-2018


CLIENT: Collecdev


DATUM: Geodetic


SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

165

164

163

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

165.5

PLASTICLIMIT


ELEV


wL

0.0

UNCONFINED


S S

OIL

LO

G 1

8-70

1-10

- 4

0-44

BR

OA

DW

AY

, TO

RO

NT

O.G

PJ

DS

.GD

T 1

8-11

-21

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T P

AS

SIN

G (

%)

GRAIN SIZE (MM)

BH18-1 SS7

BH18-1 SS12

BH18-1 SS19

BH18-2 SS5

Particle Size Distribution (ASTM-D421/D422)

0.0

75

0.4

25

0.8

5

0.2

5

2 4.7

5

9.5

19

25 37

.5

50

75

20

0

Coarse

Silt and Clay

Clay Silt Medium FineCoarse

Sand Gravel Cobble +

Fine

Specification and Comments:

Project:

Client:

Location:

Project No.:

Date:

Drawing No.:

0.1

5

0.1

06

(#2

00

)

(#4

0)

(#1

0)

(#4

)

(#1

00

)

40-44 Broadway Ave. 18-701-10

Collecdev

40-44 Broadway Ave. , Toronto 8

Oct-17-2018

DRAINAGE AND BACKFILL RECOMMENDATIONSBasement with Underfloor Drainage

(not to scale)

Project: 18-701-10 Drawing No. 9

Notes 1. Drainage tile to consist of 100 mm (4") diameter weeping tile or equivalent perforated pipe leading to a positive sump or outlet. 2. 20 mm (3/4") clear stone - 150 mm (6") top and side of drain. If drain is not on footing, place100 mm (4 inches) of stone below drain . 3. Wrap the clear stone with an approved filter membrane (Terrafix 270R or equivalent). 4. Free Draining backfill - OPSS Granular B or equivalent compacted to the specified density. Do not use heavy compaction equipment within 450 mm (18") of the wall. Use hand controlled light compaction equipment within 1.8 m (6') of wall. The minimum width of the Granular 'B' backfill must be 1.0 m. 5. Impermeable backfill seal - compacted clay, clayey silt or equivalent. If original soil is free-draining, seal may be omitted. Maximum thickness of seal to be 0.5 m. 6. Do not backfill until wall is supported by basement and floor slabs or adequate bracing. 7. Moisture barrier to be at least 200 mm (8") of compacted clear 20 mm (3/4") stone or equivalent free draining material. A vapour barrier may be required for specialty floors. 8. Basement wall to be damp proofed /water proofed. 9. Exterior grade to slope away from building.10. Slab on grade should not be structurally connected to the wall or footing.11. Underfloor drain invert to be at least 300 mm (12") below underside of floor slab.12. Drainage tile placed in parallel rows 6 to 8 m (20 to 25') centers one way. Place drain on 100 mm (4") clear stone with 150 mm (6") of clear stone on top and sides. Enclose stone with filter fabric as noted in (3). 13. The entire subgrade to be sealed with approved filter fabric (Terrafix 270R or equivalent) if non-cohesive (sandy) soils below ground water table encountered. 14. Do not connect the underfloor drains to perimeter drains.15. Review the geotechnical report for specific details.

Exterior Grade (9)

Impermeable Seal (5)

On-Site Materialif Approved (4) Free Draining Backfill (4)

Basement Wall (8)

20 mm Clear Stone (2)

Floor Slab (6)

Slab on Grade(10)

Moisture Barrier (7)


Drainage Tile (1, 11, 12)

EXTERIOR FOOTING

Drainage Tile (1)

Approved Filter Membrane (3)

1.0 m (min.)

Approved Filter Membrane (3)

Approved Filter Fabric Blanket (13)

DRAINAGE RECOMMENDATIONSShored Basement wall with Underfloor Drainage System

(not to scale)

Project: 18-701-10 Drawing No. 10

Notes 1. Drainage tile to consist of 100 mm (4") diameter weeping tile or equivalent perforated pipe leading to a positive sump or outlet, spaced between columns. 2. 20 mm (3/4") clear stone - 150 mm (6") top and side of drain. If drain is not on footing, place100 mm (4 inches) of stone below drain . 3. Wrap the clear stone with an approved filter membrane (Terrafix 270R or equivalent). 4. Moisture barrier to be at least 200 mm (8") of compacted clear 20 mm (3/4") stone or equivalent free draining material. A vapour barrier may be required for specialty floors. 5. Slab on grade should not be structurally connected to the wall or footing. 6. Underfloor drain invert to be at least 300 mm (12") below underside of floor slab. Drainage tile placed in parallel rows 6 to 8 m (20 to 25') centers one way. Place drain on 100 mm (4") clear stone with 150 mm (6") of clear stone on top and sides. Enclose stone with filter fabric as noted in (3). 7. Do not connect the underfloor drains to perimeter drains. 8. Solid discharge pipe located at the middle of each bay between the solider piles, approximate spacing 2.5 m, outletting into a solid pipe leading to a sump. 9. Vertical drainage board mira-drain 6000 or eqivalent with filter cloth should be continous from bottom to 1.2 m below exterior finished grade. 10. The entire subgrade to be sealed with approved filter fabric (Terrafix 270R or equivalent) if non-cohesive (sandy) soils below ground water table encountered. 11. The basement walls must be water proofed using bentonite or equivalent water-proofing system.12. Review the geotechnical report for specific details. Final detail must be approved before system is considered acceptable.

EXTERIOR FOOTING

Floor Slab

Slab on Grade(5)

Moisture Barrier (4)


Drainage Tile (1, 6)

Approved Filter Fabric (3)Solid discharge pipe (8)

Water Proofing (11)

Caisson Wall

Vertical Drainage Board (9)

Sealant

Approved Filter Fabric Blanket (10)

Project: 18-701-10 Drawing 11

Guidelines for Underpinning in Soil and Excavation Support

Existing foundations located within Zone A normally require underpinning, especially for heavy structures. For some foundations in Zone A, it may be possible to eliminate underpinning and control foundation movement by tightly braced excavation walls, such as caisson walls. 2 1 TIGHTLY BRACED/TIED 1 EXCAVATION WALL A 1 B BASE OF EXCAVATION C 0.6 m

Zone A Foundations located within this zone normally require underpinning. Horizontal and vertical pressures on the excavation wall of non underpinned foundations must be considered Zone B Foundations located within this zone normally do not require underpinning. Horizontal and vertical pressures on the excavation wall of non underpinned foundations must be considered Zone C Underpinning to structures is normally founded in this zone. Lateral pressure from underpinning is not normally considered

(Reference: Figure 26.27 from Canadian Foundation Engineering Manual, 4th Edition)

Project: 18-701-10


Toronto, Ontario 13


Appendix A Trafalgar Environmental Consultant (TEC’s)

Borehole Logs of Monitoring Wells MW1, MW3, MW5 and MW7

Preliminary Geotechnical Investigation 40-44 Broadway ...

Documents

Transcript of Preliminary Geotechnical Investigation 40-44 Broadway ...