Terraprobe - Burlington€¦ · The geologi in 1 to 3 metr Developm ing the prop nformation p lude...

Terraprobe Consulting Geotechnical & Environmental Engineering

Construction Materials Inspection & Testing

Terraprobe Inc. Greater Toronto Hamilton – Niagara Central Ontario Northern Ontario 11 Indell Lane 903 Barton Street, Unit 22 220 Bayview Drive, Unit 25 1012 Kelly Lake Rd., Unit 1 Brampton, Ontario L6T 3Y3 Stoney Creek, Ontario L8E 5P5 Barrie, Ontario L4N 4Y8 Sudbury, Ontario P3E 5P4 (905) 796-2650 Fax: 796-2250 (905) 643-7560 Fax: 643-7559 (705) 739-8355 Fax: 739-8369 (705) 670-0460 Fax: 670-0558

www.terraprobe.ca

PRELIMINARY

GEOTECHNICAL INVESTIGATION LAKESIDE VILLAGE PLAZA

5353 LAKESHORE ROAD BURLINGTON, ONTARIO

Prepared For: United Burlington Retail Portfolio Inc. c/o Glanelm Property Management 3 Charles Street West, Suite 300 Toronto, Ontario, M4Y 1R4

Attention: Mr. Joe Elmelah

File No. 71-15-5010 March 23, 2015

© Terraprobe Inc.

Distribution:

1 copy: United Burlington Retail Portfolio Inc. c/o Glanelm Property Management (pdf) 1 copy: Cynthia Zahoruk Architect Inc. (pdf) 2 copies: Terraprobe Inc., Stoney Creek

United BurLakeside V

T

1.0 TH

2.0 SIT

2.1

2.2

2.3

3.0 PR

4.0 SU

4.1

4.2

5.0 DIS

5.1

5.2

5.3

5.4

5.5

5.6

6.0 DE

6.1

6.2

6.3

6.4

7.0 LIM

FIGURES

FIGURE 1FIGURE 2

APPEND

APPENDI

rlington Retail PVillage Plaza, 5

Terraprobe

HE PROJECT

TE AND PRO

EXISTING

2 SITE GEO

3 PROPOSE

ROCEDURE

UBSURFACE

SOIL CON

2 GROUND

SCUSSION

BUILDING

2 EARTHQU

3 EARTH P

4 SLAB ON

5 SITE SER

6 PAVEMEN

ESIGN CONS

EXCAVAT

2 SHORING

3 SITE WO

4 QUALITY

MITATIONS

S

1 SITE L2 BORE

DICES

IX A LOGS

Portfolio Inc. c/o5353 Lakeshore

e

T ................

OJECT DES

G SITE CONDI

OLOGY .........

ED DEVELOP

...................

E CONDITIO

NDITIONS .....

WATER .......

...................

G FOUNDATIO

UAKE DESIGN

RESSURE DE

GRADE DES

RVICING ........

NT DESIGN ...

SIDERATIO

TIONS ...........

G DESIGN .....

RK ...............

CONTROL ...

AND USE O

LOCATION PEHOLE LOCA

OF BOREHO

o Glanelm Proe Road, Burling

TABLE O

...................

SCRIPTION

ITIONS .........

...................

MENT ...........

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ONS ............

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ONS ..............

N PARAMETER

ESIGN CONSI

IGN PARAME

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ONS FOR CO

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OF REPORT

PLAN ATION PLAN

OLE

perty Managemgton, Ontario

OF CONTE

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RS ..............

DERATIONS .

TERS ..........

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ONSTRUCT

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T ................

ment

ENTS

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March 23File No. 71-14

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3, 20154-5010

No. i

...... 1

...... 2

...... 2

...... 2

...... 2

...... 3

...... 4

...... 4

...... 6

...... 7

...... 7

...... 8

...... 9

.... 10

.... 11

.... 12

.... 15

.... 15

.... 16

.... 17

.... 17

.... 19


T

1.0 T

Terraprob

Portfolio

Lakeshore

estimate t

13, 2015)

behalf of

2015.

The purpo

conditions

respect to

floor slab

backfill an

influence


Terraprobe

THE PROJ

be Inc. was re

Inc. to carry

e Road in Bur

to carry out th

). Authorizat

United Burl

ose of the w

s in a series o

o the geotech

bs-on-grade a

nd temporary

the design.


e

JECT

etained by G

y out a geote

rlington, Onta

he investigatio

tion to procee

ington Retail

work was to in

of boreholes

hnical aspects

and pavement

y ground wate


Glanelm Prope

echnical inves

ario. A site lo

on were prov

ed with the w

l Portfolio In

nvestigate an

drilled at the

s of the prop

ts. The antici

er control are


erty Managem

stigation at t

ocation plan i

vided in our le

work was prov

nc. and Glane

nd report on

e site. Based o

osed develop

ipated constr

e discussed al

ment

ment on beha

the Lakeside

is provided as

etter of Novem

vided by Cyn

elm Property

the subsurfac

on this inform

pment, includ

ruction condi

lso, but only w

alf of United

Village Plaz

s Figure 1. A

mber 6, 2014

nthia Zahoruk

y Managemen

ce soil, rock

mation, advic

ding the desig

itions pertain

with regard t


Page N

d Burlington R

za located at

A proposal an

4 (revised Feb

k Architect In

nt on Februar

and ground

ce is provided

gn of founda

ning to excav

to how these

3, 20154-5010

No. 1

Retail

5353

d cost

bruary

nc. on

ry 10,

water

d with

ations,

vation,

might


T

2.0 S

2.1 E

The prope

Heath Ro

topograph

At the tim

plaza. The

the perim

Hampton

however t

to south. T

2.2 S

Based on

soil at an

Formation

calcareou

beneath th

2.3 P

Specific d

based on

developm

that the b

parking.

2 P

3 B19


Terraprobe

SITE AND

Existing S

erty is locate

ad. The Site P

hic survey of t

me of this inv

e existing par

meter of the

Health Road

there is a fall

The high grou

Site Geolo

published ge

nd in the vicin

n.2 The Queen

s sandstone.

he site is with

Proposed

details regard

preliminary i

ment could inc

uildings are a

aleozoic Geolo

edrock Topogr964.


e

PROJECT

ite Condit

d on the nort

Plan, Figure

the site prepa

vestigation, d

rking lot is lo

parking lot.

d provide pri

of about 1.2

und was at ab

ogy

eological info

nity of the su

nston Format

The geologi

hin 1 to 3 metr

Developm

ding the prop

information p

clude 2 to 4 m

anticipated to

ogy, Hamilton A

raphy of the Ha


T DESCRI

tions

th side of La

2, presents th

ared by A.T. M

development

ocated on the

Asphalt driv

imary access

metre in elev

bout elevation

ormation for

ubject proper

tion consists o

ical mapping

res of existing

ment

posed develop

provided by C

multi-storey bu

o be approxim

Area, Southern

amilton Area, S


PTION

akeshore Road

he general arr

McLaren Lim

on the prope

south and ea

veways from

to the prope

vation across

n 82.2 m and t

the general a

rty consists o

of a reddish b

g and region

g grade.3

pment and th

Cynthia Zaho

uildings with

mately 20 stor

n Ontario; Onta

Southern Ontar

ment

d, between K

rangement of

mited, OLS, da

erty included

ast sides of th

m Lakeshore

erty. The site

the 160 m tra

the lowest at

area of the sit

of glacial till

brown shale,

nal well recor

he like are no

oruk Architec

adjoining low

reys high, wi

rio Division of

rio; Ontario De

Kenwood Ave

f the property,

ated March 5

a multi-unit

he plaza. Conc

Road, Kenw

e topography

averse of the

81.0 m.

te, the near s

and bedrock

interbedded w

rds indicates

ot known at t

ct Inc., it is u

w rise podium

ith 2 to 3 leve

Mines; Map No

epartment of M


Page N

enue and Ham

, as derived f

, 2015.

t commercial

crete curbs fo

wood Avenue

y is relatively

site from the

surface overb

k of the Quee

with limeston

s that the be

this time, how

understood th

ms. It is under

els of underg

o. 2336; 1976.

Mines; Map No.

3, 20154-5010

No. 2

mpton

from a

retail

ormed

e and

y flat;

north

burden

enston

ne and

edrock

wever

hat the

rstood

ground

2034;


T

3.0 P

The field

twelve (12

The locat

boreholes

The boreh

drilling c

augers. St

boreholes

equipmen

auger cutt

a commer

The field

arranged

obtained.

on a site

elevations

understoo

Ground w

sampling.

All of th

laboratory

are plotte

part of thi


Terraprobe

PROCEDU

work for thi

2) boreholes w

tions of the b

s are shown on

holes were d

contractor. Th

tandard pene

s at regular in

nt. After the d

tings and ben

rcial grade co

work was ob

for the unde

The borehole

survey draw

s shown on a

od to have bee

water observa

No provision

he samples re

y for further e

d on the Log

is assignment


e

URE

is investigatio

were drilled t

boreholes are

n the Log of B

drilled using

he boreholes

etration testin

ntervals of de

drilling, samp

ntonite sealant

ld mix asphal

bserved throug

erground util

es were locate

wing. The gr

topographic

en referred to

ations were m

n was made fo

ecovered in t

examination a

g of Borehole

t.


on was carrie

to depths of a

shown on th

Borehole shee

a truck moun

were advan

ng and sampl

pth using con

pling, and log

t. The pavem

ltic concrete.

ghout by mem

ity clearance

ed in the field

round surface

survey of the

the geodetic

made in each

for long-term

the course o

and water con

e sheets in Ap


ed out on Feb

about 3.1 to 4

he Borehole

ets presented

nted power a

nced using co

ing was carri

nventional 50

gging was com

ment surface a

mbers of our

es at the bor

d with respect

e elevations

e property pre

datum.

h borehole du

ground water

of the investi

ntent determin

ppendix A. S

ment

bruary 26 an

4.6 metres bel

Location Pla

in Appendix

auger supplie

onventional h

ried out withi

0 mm outside

mpleted, the

at the borehol

engineering s

rehole locatio

t to the existin

at the boreh

epared by A.T

uring and up

r monitoring a

igation were

nations. The r

Soil quality an

nd 27, 2015,

low the existi

an, Figure 2.

A.

ed and operat

hollow stem

in the overbu

e diameter sp

boreholes we

le locations w

staff who loca

ons and care

ng developm

holes were i

T. McLaren L

pon completi

at the site.

brought to

results of mo

nalyses were


Page N

during which

ing ground su

The results o

ted by a spec

continuous

urden in all o

lit spoon sam

ere backfilled

were restored

ated the boreh

d for the sam

ment features s

nferred from

Limited, whic

on of drilling

our Stoney C

oisture conten

not carried o

3, 20154-5010

No. 3

h time

urface.

of the

cialist

flight

of the

mpling

d with

using

holes,

mples

shown

m spot

h was

g and

Creek

nt tests

out as


T

4.0 S

The subsu

field and

abbreviati

noted tha

continuou

inferred to

the locatio

4.1 S

The follo

geotechni

and weath

4.1.1 A

All of the

asphaltic c

4.1.2 F

Fill was e

below exi

silt. Some

determine

100 blow

observed

content of

percent.

4.1.3 G

Most of t

below exi

embedme

overriding

water con

values de

content of


Terraprobe

SUBSURFA

urface soil, ro

laboratory t

ions and sym

at the bounda

us samples. Th

o represent ex

ons investigat

Soil Condi

owing discuss

ical design. In

hered shale be

Asphalt Pave

e boreholes w

concrete. Th

ill

encountered a

isting ground

e silty sand a

ed in the Stan

s per 0.3m, in

suggests that

f the samples

Glacial Till

he boreholes

isting ground

ent of fragme

g of the paren

ntent of the ti

etermined for

f the samples


e

ACE CON

ock and groun

testing, are

mbols are prov

aries between

hey generally

xact planes of

ted.

tions

sion has bee

n general, the

edrock.

ement

were drilled w

e asphalt was

at most boreh

surface. The

and gravel fill

ndard Penetra

nferring a loo

t the fill may

s of fill recov

penetrated a

d surface. The

ents of shale

nt (Queensto

ill was simila

the till rang

of till obtaine


NDITIONS

nd water cond

shown on th

vided to assis

n the strata h

y represent a t

f geological c

en simplified

boreholes en

within an exis

s underlain by

hole locations

fill was vari

l was encoun

ation testing c

ose to very de

y not have b

vered from th

a stratum of c

e till can gen

bedrock in

n Formation)

ar to the high

ged from 15 t

ed from the p


ditions encoun

he Log of B

st in the inter

have been in

transition from

change. Furth

in terms of

ncountered asp

sting parking

y 300 to 500 m

s and was fou

able in nature

ntered at the l

carried out w

ense state of p

een construct

e standard pe

clayey silt to

nerally be des

a till matrix

) bedrock. In

hly weathered

to greater tha

penetration tes

ment

ntered in the b

Borehole shee

rpretation of

nferred from

m one soil ty

her, conditions

f the major s

phalt paveme

g lot and pene

mm of combin

und to vary i

e but generall

location of B

within the fill,

packing. The

ted as an eng

enetration tes

silt till to de

scribed, in ge

x, thought to

n most instanc

d zone of the

an 100 blows

sting ranged f

boreholes, an

ets in Appen

the borehole

drilling obse

ype to another

s will vary be

soil strata fo

ent and fill, ov

etrated about

ned granular

in depth from

ly consisted o

Borehole 15-8

, ranged from

e range in pen

gineered fill.

sting ranged f

epths of about

eological term

o have been

ces the consi

e Queenston

s per 0.3 m.

from about 8


Page N

nd the results

ndix A. A l

logs. It shou

ervations and

r and should n

etween and be

or the purpos

verlying glac

t 75 to 100 m

base and sub

m 0.8 to 2.3 m

of mixed shal

. The N valu

m 8 to greater

netration resis

The in-situ

from about 6

t 1.5 to 2.3 m

ms, as an imb

formed by g

istency and n

Formation. T

The natural

to 16 percent

3, 20154-5010

No. 4

of the

list of

uld be

d non-

not be

eyond

ses of

ial till

mm of

base.

metres

le and

ues, as

r than

stance

water

to 18

metres

bricate

glacial

natural

The N

water

t.


T

4.1.4 W

All of the

metres be

100 blow

penetratio

out as par

Formation

The shale

There is t

Formation

Communi

from Ske

characteri

Fully

Weathe

Partially

Weathe

Unweat

(Sound)

The auger

the interv

surface of


Terraprobe

Weathered S

e boreholes w

elow ground s

s per 0.3m. T

on testing ran

rt of this assig

n which is co

contains inte

ypically a ho

n and the

ications docu

empton, Dav

izes the shale

Zon

red

IVb

y

red

IVa

III

II

hered

)

I

red borehole

val sampling m

f the rock is w


e

Shale Bedro

were terminate

surface. The N

The natural w

ged from abo

gnment; howe

omprised of p

erbeds of gree

rizontal zone

glacial soil

ument RR229

vis and Chan

surface into t

ne Descrip

b soil like

a soil like

pellets o

dia.

soil like

angular

mm dia

angular

shale w

separat

weather

shale

method used

method does

weathered, w


ock

ed in weather

N values det

water content

out 4 to 8 per

ever the bedro

predominantly

en calcareous

of weatherin

l overburden

, Evaluation

ndler, a typ

three grades o

ption

matrix only

matrix with oc

of shale less th

matrix with fre

r shale particles

.

r blocks of unw

with virtually no

ted by weaker c

red but intact s

at this site is

not define th

weaker and ea


red shale bedr

ermined in th

of the sampl

cent. Detailed

ock beneath t

y thinly bedd

shale, limesto

ng at the cont

n. In the O

of Shales for

ical weather

of weathering

casional

han 3 mm

equent

s up to 25

eathered

matrix

chemically

shale

f

s conventiona

he bedrock su

asily penetrate

ment

rock at depth

he shale bedr

les of the sha

d exploration

the site is kno

ded reddish b

one, sandston

tact between t

Ontario Min

r Constructio

ring profile

g and four zon

Notes

indistinguishab

slightly clayey,

little or no trace

matrix may con

moisture conte

shale particles

spheroidal che

pieces emanat

fissures, and b

regular fissurin

ally accepted

urface with p

ed by the aug

hs ranging fro

rock were typ

ale recovered

n of the bedro

own to consis

brown shale o

ne and siltston

the weak rock

nistry of Tr

on Projects, th

of low dura

nes described

ble from glacial

, may be fissur

e of rock struct

ntain relic fissu

ent of matrix gr

s

emical weather

ting from relic j

bedding planes

ng

investigative

precision, part

ger. The chan


Page N

om about 3.1

pically greater

from the sta

ock was not c

st of the Quee

of Ordovician

ne.

k of the Quee

ransportation

here is reprod

ability shale

d as follows:

l drift deposits,

red

ture, although

ures

reater than the

ring of shale

oints and

s

e practise, how

ticularly whe

nge in resistan

3, 20154-5010

No. 5

to 4.6

r than

andard

arried

enston

n age.

enston

n and

duced

, that

wever

re the

nce to


T

augering i

the Boreh

profile.

The phys

Transport

An Ontari

Average

Range

4.2 G

All of the

permeabil

ground w

It should

or the gro

will vary


Terraprobe

in between Z

hole Logs from

sical propert

tation and Co

io Shale Ratin

e

Ground Wa

e boreholes w

lity deposits

ater.

be noted that

ound water co

due to season


e

Zones III and

m this investi

ies of the Q

mmunication

ng System, M

Uniaxial CoStrength

8.7

7.2 to

ater

were dry dur

of glacial till

t the conditio

onditions whi

nal effects and


II in the shale

igation is to b

Queenston F

n publication

March 1983, as

mpressive h (MPa)

7

o 9.6

ring and upon

l and/or weat

ons reported a

ich will be en

d precipitation


e profile is no

be consistentl

ormation we

RR229 - Eva

s follows:

Young’s M

0.5

n completion

thered shale

above may no

ncountered du

n conditions.

ment

ot profound.

ly interpreted

ere presented

aluation of Sh

odulus (GPa)

1.3

to 2.3

n of drilling.

which gener

ot necessarily

uring constru

The top of ro

as the surfac

d in the On

hales for Con

Pois

0.2

The borehol

rally preclude

y represent sta

uction. The gr


Page N

ock as indicat

ce of Zone II

ntario Minist

struction Pro

son’s Ratio

0.32

28 to 0.35

les penetrated

es the free flo

abilized cond

round water

3, 20154-5010

No. 6

ted on

in the

try of

ojects-

d low

ow of

ditions

levels


T

5.0 D

The follo

investigat

constructi

Contracto

investigat

own inter

equipmen

It is under

be underl

regarding

reason, th

5.1 B

Buildings

Formation

unsuitable

Where the

then they

the undist

States (U

settlement

be less tha

Spread fo

designed

design loa

purposes.

resistance

It is recom

width of

Footings s

Footings

frost prote

generally


Terraprobe

DISCUSSIO

owing discus

tion and is in

ion aspects a

ors bidding o

tion, satisfy th

rpretation of

nt capabilities

rstood that 2

ain by up to

the proposed

he geotechnica

Building F

s with at leas

n. Shallower

e for the supp

e undisturbed

can be suppo

turbed glacial

LS) of 300 k

t of spread fo

an 20 mm.

ooting founda

for a bearing

ading. The fa

Higher desi

e given above

mmended that

900 mm be

stepped from

exposed to fr

ection or equ

accepted pra


e

ON

ssion is base

ntended for t

are provided

n or undertak

hemselves as

the factual

, costs, seque

to 4 multi-sto

2 to 3 levels

d developmen

al aspects of t

oundation

t one baseme

foundations

port of buildin

d glacial till d

orted on conv

l till stratum

kPa and a be

ootings establ

ations bearing

reaction of 3

actored bearin

ign bearing r

should be dis

t the minimum

used for the

one level to a

reezing temp

uivalent insula

actice to prov


ed on our in

the use of th

only in as

king any wo

s to the adequ

data as it af

encing and the

orey building

s of undergro

nt were of a c

this project sh

ns

ent level stru

may be foun

ng foundation

deposit coinci

ventional spre

can be design

earing reactio

lished in the g

g on the weat

000 kPa (SLS

ng resistance a

resistances ar

scussed with

m footing wid

design of sp

another shoul

eratures must

ation. Where

vide a minimu


nterpretation

e design eng

much as th

ork at the site

uacy of the i

ffects their p

e like.

gs are propose

ound parking.

conceptual na

hould be revie

ucture will pe

nded on the

ns.

ides with the

ead footing fo

ned using a f

on of 200 kP

glacial till at

thered shale b

S). The estima

at ULS can b

re feasible; h

our office.

dth for strip f

pread footings

ld be at a slop

t be provided

there are two

um of 450 m

ment

of the factu

gineer only. C

hey may imp

e should exa

information f

proposed con

ed for the site

It should be

ature when th

ewed by this

enetrate the s

undisturbed

foundation le

oundations. F

factored beari

a at Servicea

this design b

bedrock of th

ated settleme

be taken as at

however any

footings be 50

s, regardless

pe not exceed

d with at leas

o or more lev

mm earth cov

ual data obt

Comments m

pact on desig

amine the fac

for constructi

nstruction tech

e. The buildin

e noted that s

his report was

office at the f

hale bedrock

glacial till. T

evel appropri

Foundations d

ing resistance

ability Limit

bearing resista

he Queenston

ent is less than

least 4500 k

change to t

00 mm, and a

of the struct

ding 7 vertical

st 1.2 metres

vels of under

er for perime


Page N

tained during

made regardin

gn considera

ctual results o

on and make

hniques, sche

ngs are expec

some of the d

s prepared. Fo

final design st

k of the Quee

The existing

iate for a stru

designed to be

e at Ultimate

States (SLS)

ance is expec

n Formation c

n 10 mm unde

kPa for limit d

the design be

a minimum fo

tural requirem

l to 10 horizo

of earth cov

rground space

eter footings

3, 20154-5010

No. 7

g this

ng the

ations.

of the

e their

edule,

cted to

details

or this

tage.

enston

fill is

ucture,

ear on

Limit

). The

cted to

can be

er full

design

earing

ooting

ments.

ntal.

ver for

e, it is

and a


T

minimum

in the imm

5.2 E

The Ontar

in Subsec

structure,

of Site C

Code (20

top 30 m

Alternativ

(su) or pen

Based on

‘Site Clas

4.1.8.4.C.

Site Cla

C

Site Cla

C

It should

penetratio

stratigraph

the invest

Considera

(MASW)

stratigraph


Terraprobe

m of 900 mm o

mediate area o

Earthquak

rio Building

ction 4.1.8.7.

the spectral

lassification

12). The clas

eters of the s

vely, the class

netration resis

s avg

Shear wveloc

the above no

ss C’, as pe

of the same

ss

Sa(0.2

1

ss

Sa(1.0

1

be noted that

on resistance (

hy beyond th

tigation depth

ation may be

at this site

hy. An impro


e

of earth cover

of ventilation

e Design

Code (2012)

The determin

response acce

for Seismic S

ssification is b

site stratigrap

sification is e

stance (N-valu

d

d

ii

n

i

sii

n

1

1

wave city

oted informati

er Table 4.1.

code provide

2) ≤ 0.25

1.0

0) ≤ 0.1

1.0

t the seismic

(N-Values) o

he investigatio

h).

e given to co

to determine

oved seismic s


r for interior

shafts is 1.2

Paramete

stipulates the

nation of the

eleration and

Site Respons

based on the

phy, where sh

estimated on

ues).

S u avg

Unshea

ion, it is recom

8.4.A of the

the applicabl

Sa(0.2) = 0.50

1.0

Sa(1.0) = 0.20

1.0

site designati

bserved in th

on depth was

onducting a

e the average

site designatio


column found

metres of ear

ers

e methodolog

e type of anal

d the site class

e are set out

determinatio

hear wave ve

the basis of r

g

i

n

i

n

1

1

ndrained ar strength

mmended tha

e Ontario Bu

le acceleration

Values o

Sa(0.2) =

1.0

Values

Sa(1.0) =

1.0

ion above is e

he boreholes (

similar to th

site specific

e shear wave

on (Site Class

ment

dations in “un

rth cover or eq

gy for earthqu

lysis is predi

sification. Th

t in Table 4.1

on of the aver

elocity (vs) m

rational analy

d

d

s

i

i

u i

at the site des

uilding Code

n and velocity

of Fa

= 0.75 Sa

0

of Fv

= 0.30 Sa

0

estimated on

(assuming the

hat of the low

Multichanne

e velocity in

s B) may be p

nheated” park

quivalent insu

uake design a

icated on the

he parameters

1.8.4A of the

rage shear wa

measurements

ysis of undrai

Navg

i

i

n

SPT N-valu

ignation for s

(2012). Tab

y based site c

a(0.2) = 1.00

1.0

a(1.0) = 0.40

1.0

the basis of r

e consistency

west soil strata

el Analysis o

the top 30

possible.


Page N

king garages.

ulation used.

analysis, as s

importance o

s for determin

e Ontario Bu

ave velocity

s have been t

ined shear str

d

d

N

ii

n

i

i

n

1

1 ues

seismic analy

bles 4.1.8.4.B

coefficients.

Sa(0.2)≥ 1

1.0

Sa(1.0)≥ 0

1.0

rational analy

for the deepe

a penetrated w

of Surface W

metres of th

3, 20154-5010

No. 8

Only

et out

of the

nation

uilding

in the

taken.

rength

ysis be

B and

.25

0.50

ysis of

er soil

within

Waves

he site


T

5.3 E

The param

Parame

φ

γ

Ka

Ko

Kp

The appro

are tabula

Compact

Granular

Clayey Si

Glacial Ti

Queensto

Walls sub

based on t

w

Where the

conjunctio

The facto

between t

contact (N


Terraprobe

Earth Pres

meters used in

eter

opriate values

ated as follow

Stratum/Para

Granular Fill

‘B’ (OPSS 101

ilt or Similar Fil

ll

on Formation

bject to unbal

the following

where,

e wall backfil

on with the ea

ored geotechn

the base of th

N) and the f


e

ssure Des

n the determin

active ea

at-rest e

passive e

s for use in th

ws:

ameter

0)

l

lanced earth p

g equation:

P = K [

P = theK = thehw = theγ = theγ’ = theq = the

ll can be drain

arth pressure,

P =

nical resistan

he footing an

frictional resi


ign Consi

nation of earth

Definit

internal angle

bulk unit weig

arth pressure c

arth pressure c

earth pressure

he design of st

φ

32

30

34

28

pressures mu

[γ (h-hw) + γ

e horizontal pre earth pressue depth belowe bulk unit wee submerged e complete su

ned effectivel

this equation

= K[γh +

nce to sliding

nd the soil. T

istance of th


iderations

h pressures ac

tion

of friction

ght of soil

coefficient (Ran

coefficient (Ran

coefficient (Ra

tructures subj

γ

21.0

19.0

19.0

25

ust be designe

γ’hw + q] + γ

ressure at deure coefficient

w the ground wight of soil, ( kunit weight ofrcharge loadi

ly to eliminat

n can be simp

q]

g of earth re

This friction (

e soil (tan φ

ment

s

cting on retai

nkin)

nkin)

ankin)

ject to unbala

Ka

0 0.3

0 0.3

0 0.2

5 n/a

ed to resist a

γwhw

pth, h (m) t, water level (mkN/m3 ) f the exterior ing (kPa)

te hydrostatic

plified to:

etaining struc

(R) depends

φ) expressed

ining walls ar

d

d

d

anced earth pr

a K

31 0.4

33 0.5

28 0.4

a n/

pressure that

m)

soil, ( γ - 9.8

pressures on

ctures is dev

on the norma

as: R = N


Page N

re defined bel

Units

degrees

kN / m3

dimensionless

dimensionless

dimensionless

ressures at th

o Kp

47 3.2

50 3.0

44 3.5

/a n/a

t can be calcu

kN/m3 )

n the wall, act

eloped by fr

al load on th

tan φ. This

3, 20154-5010

No. 9

ow.

his site

p

25

00

54

a

ulated

ting in

riction

he soil

is an


T

unfactored

design wi

Special co

penetrate

structures

are zones

integrity,

If a struct

for the de

which is c

This appr

practical

building.

This appr

locked-in

sufficient

rock to de

Formation

the Georg

months w

footings, w

dependen

Where pit

major exc

to be cast

the rock a

5.4 S

Dependin

could con

which are

reaction a

• E• G• Q


Terraprobe

d resistance.

ll depend on

onsideration m

the bedrock.

, firstly becau

s of the Quee

the use of im

ture is made s

esign of foun

consistent wit

roach is likely

requirement

oach does no

horizontal str

time between

e-stress. Ther

n. It is know

gian Bay Form

when cut. If th

walls and the

t rock stress r

ts are made f

cavation, ther

t directly agai

and the concre

Slab on Gr

ng on the fina

nsist of existi

e capable of

appropriate fo

Existing Fill: Glacial Till: Queenston For


e

The factored

the rigidity o

must be given

Excavated b

use it is unlik

enston Forma

mported granul

such that it is

ndation walls

th the maxim

y conservativ

to have a fo

t recognize th

resses that are

n the cutting

e is not much

that there ar

mation, a sim

here is not suf

suspended sl

relief in the d

for sumps an

e must also b

inst the rock

ete or alternat

rade Desig

al design and

ng fill, glacia

supporting a

or slab on grad

rmation:


resistance at

f the wall.

n to structure

bedrock from

kely that it ca

ation that con

lar materials i

cast directly

below bedro

mum earth pre

ve in that the

oundation wal

he potential fo

e relieved wh

of the rock fa

h documented

e potentially

milar shale de

fficient time l

lab levels, the

esign of basem

nd elevators, o

be considerati

face. For suc

tively the loca

gn Param

d site grading

al till or weat

conventiona

de design on t


ULS is Rf =

es with suffici

m the Queenst

an be compac

ntain Illite, an

is recommend

into an excav

ck level has

ssure calculat

rock is effec

ll of a consis

for pressures o

hen a rock cut

ace and const

d experience w

locked in ho

eposit, experie

lag between t

en special pro

ment walls of

or other such

ion of the pot

ch structures,

al structures c

eters

g, the subgrad

thered shale b

al lightly load

the aforement

15,0 30,0 80,0

ment

0.8 N tan φ.

ient depth tha

ton Formatio

cted adequate

n expansive

ded to backfil

vation in the b

been to use

ted for the lo

ctively self-su

stent width t

on the basem

t is made. It is

truction of the

with stress re

orizontal stres

ence stress re

the excavation

ovisions need

f structures.

h features wh

tential for roc

a compressib

can be over-e

de at the low

bedrock of th

ded slab on g

tioned soils o

00 kPa/m 00 kPa/m 00 kPa/m

The K value

at the below

on must not b

ely, and secon

clay material

ll the structur

bedrock, the e

a uniform pr

owest level of

upporting, bu

through the l

ent walls due

s expected tha

e building str

elief and swel

sses. Excavat

elief and swe

n and the sub

to be made w

hich are incor

ck squeeze ef

ble layer can

xcavated and

west floor leve

he Queenston

grade. The m

or rock are as


Page N

e to be used f

grade space w

be used to ba

ndly, because

l. For better

res.

empirical app

ressure distrib

f soil in the pr

ut is recognize

lower reach o

e to the presen

at there would

ructure to allo

ll in the Quee

tions in Toron

ell for three to

bsequent placi

with respect to

rporated with

ffects if the pi

be placed bet

d backfilled.

el in the struc

n Formation,

moduli of sub

follows:

3, 20154-5010

o. 10

for the

would

ackfill

there

grade

proach

bution

rofile.

es the

of the

nce of

d be a

ow the

enston

nto in

o four

ing of

o time

in the

its are

tween

ctures

all of

bgrade


T

Any subg

prior to th

for areas

otherwise

containing

excavated

minimum

Any build

drainage s

compacte

is expecte

that the

litres/minu

anticipate

building s

pump cap

excavation

All slabs

joints sho

bearing w

The soil

landscapin

care must

susceptibl

5.5 S

It is expec

shallow in

strata. Exc

The locat

proposed

5.5.1 P

The bedd

pipes. Pr


Terraprobe

grades consist

he placement

of undisturb

e competent

g excessive a

d and backfil

m of 96 percen

dings with be

system is ma

d by vibration

ed to provide

building stor

ute and that a

ed to be a sus

sump from th

pacity must b

n.

on grade sho

ould be incor

walls should n

at this site

ng adjacent t

t be taken in

le backfill to m

Site Servic

cted that site

nverts (less th

cavations for

tions and de

utilities shou

Pipe Beddin

ing materials

rovided the b


e

ing of existin

t of an aggreg

bed native so

soils. If any

amounts of d

lled with app

nt of standard

elow grade s

de by placing

n to a dense s

an adequate

rm sump sy

a duplex pum

tained flow b

he perimeter a

be reviewed

ould be struct

rporated into

ot be founded

is susceptibl

o the buildin

detailing the

maintain the

cing

services will

han 3 m). The

underground

epths of any

ld be identifie

g

s should be ad

base area for


ng fill must be

gate base. Su

oils as the co

y soft or wea

deleterious/or

proved clean

Proctor maxi

pace must ha

g the slab on

state. The nom

avenue for th

stems anticip

mping arrange

but could be a

and subfloor d

when the vo

turally separa

the slabs alo

d on the slab b

e to frost ef

g. At location

exterior slab

flush thresho

l consist of st

e invert eleva

d services shou

building fou

ed prior to co

dequately com

r the sewer p


e proof-rolled

ubgrade comp

ompaction eff

ak subgrade

rganic materi

earth fill or

imum dry den

ave both peri

a minimum 2

minal spacing

he removal o

pate a flow

ement on eme

achievable un

drainage coul

olume of flo

ate from foun

ong column

but on spread

ffects which

ns where bui

bs / sidewalks

ld during free

torm and sani

ation may be

uld be made a

undations wh

ommencing th

mpacted to p

pipes and wat

ment

d and inspecte

paction or pro

forts will hav

areas are id

ial or moistu

Granular B

nsity.

imeter and su

200 mm laye

g of subdrains

f water benea

from the su

ergency powe

nder storm co

ld be as little

ow from the

ndation walls

lines and at

d footings as o

would have

ldings are ex

s, providing i

ezing weather

itary sewers a

within the gl

as outlined in

hich would p

he excavation

rovide suppo

atermain are f

ed by the geot

oof-rolling is

ve a tendenc

dentified, or

ure, they mu

(OPSS 1010

ubfloor drain

r of 19 mm s

s, in the orde

ath the slab. I

ubfloor drain

er be provide

onditions. Sus

as a few litre

site has bee

s and column

regular inter

outlined abov

e the potentia

xpected to hav

insulation / d

r conditions.

and watermai

lacial till or th

n Section 6.1 o

potentially b

.

ort and protec

free of all so


Page N

technical eng

not recomme

cy to disturb

if there are

ust be locally

0) compacted

nage. The sub

stone (OPSS

r of 8 to 10 m

It is recomme

nage of up

d. This flow

stained flow

es per minute

en assessed d

ns. Saw cut co

rvals. Interior

ve.

al to deform

ve flush entra

drainage / non

ins, with rela

he weathered

of this report.

be affected b

ction to the se

oft and delete

3, 20154-5010

o. 11

gineer,

ended

these

areas

y sub-

d to a

bfloor

1004)

metres

ended

to 75

is not

to the

e. The

during

ontrol

r load

m hard

ances,

n-frost

atively

shale

.

by the

ervice

erious


T

materials,

of OPSD

base has o

disturbed

water is p

and/or HL

provide st

All granu

density or

5.5.2 B

The exca

successfu

homogene

regardless

constructi

provide si

integrity o

If narrow

compacte

thick lifts

density. T

to 98 perc

5.6 P

All delete

new pave

disturbanc

preparatio

constructi

If fill is re

is free of

should be

uniformly

backfill b

Proctor m


Terraprobe

, the pipe bed

802.030 (rig

occurred, due

soils should

present in the

L6 clear ston

tabilization.

ular bedding m

r compacted b

Backfill

avated shale

lly because e

eous mass. I

s of the best e

ion and grade

ite grading in

of the finished

w trenches ar

d granular fil

s with each li

The upper 1 m

cent of standa

Pavement

erious soil sh

ements. It is

ce and be p

on of the su

ion.

equired to rai

f topsoil and

e placed in lar

y compacted t

beneath areas

maximum dry


e

dding should

gid pipe) and

e to the prese

be sub-excav

base of the se

ne wrapped in

must be comp

by vibration to

from the Q

even large com

It has been

efforts made i

e integrity w

n areas to be

d grade level

re constructed

ll is recomme

ift uniformly

metre of back

ard Proctor ma

Design

ould be stripp

s recommend

proof rolled w

ubgrade and

se the grade,

other deleter

rge areas whe

to at least 95

to be devel

density.


comply with

d/or OPSD 80

ence of soft f

vated and rep

ervice and wa

n geo-textile

pacted to a m

o a dense stat

Queenston Fo

mpaction equ

our experien

in constructio

would be achi

hard surfaced

is not import

d in areas w

ended for bac

compacted t

kfill beneath a

aximum dry d

ped and the e

ded that the

with a static

the compac

there may by

rious material

ere it can be u

percent of st

oped as pave


a Class B be

02.010 (flexib

fine-grained s

placed with s

atermain trenc

may be adop

minimum of 9

te in the case

ormation is

uipment does

nce that com

on and contro

eved if or im

d. Use of exc

ant can be co

where the sub

ckfill. All bac

to at least 95

areas to be de

density.

existing asph

subgrade be

c roller to id

tion of all

y some select

l, and is at a

uniformly com

tandard Proct

ements shoul

ment

edding config

ble pipe). W

soils, groundw

suitably comp

ches then Hig

pted as bedd

6 percent of

of HPB or cl

extremely di

not necessar

mpacted shale

ol. In consider

mported fill is

cavated shale

onsidered.

ubgrade integ

ckfill materia

5 percent of s

eveloped as p

halt removed

e cut as cle

dentify any

fills should

on-site fill w

a suitable pla

mpacted in 3

tor maximum

ld be compac

guration as pe

Where disturb

water seepag

pacted granul

gh Performan

ding material

standard Proc

ear stone bed

ifficult to pl

rily break dow

e fills will i

ration of this,

s used to bac

in landscapin

grity is impo

als should be

standard Proc

pavements sho

from areas to

eanly as pos

loose or dis

be monitore

which could b

acement wate

00 mm thick

m dry density.

cted to 98 p


Page N

er the requirem

ance of the t

ge and the lik

lar fill. If sta

nce Bedding (

below the pi

ctor maximum

dding.

lace and com

wn the shale

intrinsically

, a better qual

ckfill trenche

ng areas whe

rtant, then u

placed in 30

ctor maximum

ould be comp

o be develope

sible to min

sturbed areas

ed at the tim

be used, provi

er content. Th

k lifts with eac

The upper 1

ercent of sta

3, 20154-5010

o. 12

ments

trench

ke, the

anding

(HPB)

ipe to

m dry

mpact

into a

settle,

lity of

es and

ere the

use of

0 mm

m dry

pacted

ed for

nimize

. The

me of

ided it

he fill

ch lift

m of

andard


T

The final

percent) t

achieved

locations

Terraprob

5.6.1 A

Two alter

provided,

rehabilitat

Paveme

Surface HL3 (OP

Base CoHL8 (OP

Base Co19mm C

SubbaseGranular50mm C

The cost

could be e

P

Surface HL3F (O

Base CoHL8 (OP


Terraprobe

subgrade sh

to promote su

by properly

and extent o

be at the final

Asphalt Con

rnative appro

which will

tion will be re

ent Layer

Course AsphPSS 1150)

ourse AsphaltPSS 1150)

ourse: Crusher Run L

e Course: r B Type II (O

Crusher Run L

of the minim

expected to la

Pavement Co

Course AsphOPSS 1150)

ourse AsphaltPSS 1150)


e

hould be free

ubgrade drain

filtered subg

of subgrade d

design stage

ncrete Pavem

oaches to pa

provide adeq

equired.

Minimal A

altic Concrete

ic Concrete

Limestone *

OPSS 1010) oLimestone

mal design sh

ast about twic

Performan

omponent

altic Concrete

ic Concrete


of depressio

nage. Effectiv

grade drains

drainage requ

and verified

ment Struct

avement desig

quate service

Asphaltic Co

CompRequ

e 93% Densi

93%

Densi

98% SMaxim(ASTM

or 98% SMaxim(ASTM

hould be com

ce as long befo

nce Asphaltic

R

e 93% MDensi

93% MDensi


ons and slope

ve drainage o

at the catch

uired within t

during constr

ture

gn can be c

e for 8 to 10

oncrete Pav

paction irements

Maximum Rity (OPSS 310

Maximum R

ity (OPSS 310

Standard Promum Dry DenM-D698)

Standard Promum Dry DenM-D698)

mpared to a m

fore significan

c Concrete P

CompactionRequirement

Maximum Reity (OPSS 310

Maximum Reity (OPSS 310

ment

ed (preferabl

of the granul

basin locatio

the pavemen

ruction.

onsidered. A

0 years befor

vement Stru

CaMinCoTh

Relative 0)

Relative

0)

ctor nsity

ctor nsity

more substan

nt maintenanc

Pavement Str

n ts

L

lative 0)

lative 0)

ly at a minim

lar base and

ons and alon

nt areas shoul

A minimal pa

re significant

ucture

ar Parking nimum

omponent ickness

65 mm

N/A

150 mm

300 mm

ntial performa

ce and rehabil

ructure

ight Duty

40 mm

50 mm


Page N

mum grade o

subbase shou

ng curb lines

ld be review

avement desi

t maintenanc

Truck TraMinimum ComponeThickness

40 mm

60 mm

150 mm

300 mm

ance design w

litation.

Heavy Du

40 mm

80 mm

3, 20154-5010

o. 13

of two

uld be

s. The

ed by

ign is

e and

affic

ent s

m

m

m

m

which

uty

m

m


T

P

GranularGranular19 mm C

GranularGranular50 mm C

Some adj

condition

best asses

It is reco

constructi

service ba

and remed


Terraprobe

Pavement Co

r Base Courser ‘A’ (OPSS 1Crusher Run L

r Subbase Cor B Type II (OCrusher Run L

ustment to th

of the subgra

ssed by the ge

ommended th

ion of the bin

ackfill and the

dial work carr


e

omponent

e: 010) or Limestone

ourse: OPSS 1010) oLimestone

he thickness

ade at the tim

eotechnical en

hat the placem

nder course to

e like. Prior

ried out as req


R

98 peProctodensit

or 98 peProctodensit

of the granu

me of the pave

ngineer during

ment of the

o minimize th

to placing th

quired in prep


CompactionRequirement

rcent of stanor maximum dty (ASTM-D6

rcent of stanor maximum dty (ASTM-D6

ular subbase m

ement constru

g construction

wearing surf

he effects of p

he wearing su

paration for fi

ment

n ts

L

ndard dry 98)

ndard dry 98)

material may

uction. The ne

n.

face be delay

post construc

urface, the bin

final construct

ight Duty

150 mm

400 mm

y be required

eed for such a

yed for at le

ction settleme

nder course sh

tion.


Page N

Heavy Du

150 mm

400 mm

depending o

adjustments c

east one year

ent of underg

hould be eval

3, 20154-5010

o. 14

uty

m

m

on the

can be

r after

round

luated


T

6.0 D

6.1 E

Excavatio

Regulatio

These reg

excavation

that effec

open exca

Where w

accordanc

regulation

S

Minimum

and 241 o

boxes.

Past expe

zone and

bedrock c

underlyin

and time c

similar to

are in clo

relative e

excavation

than form

‘pry’ up h

remove, b

these issu

contractor


Terraprobe

DESIGN CO

Excavation

ons must be c

n 213/91 (as

gulations desi

n safety. For

tive ground w

avations. The

orkers must

ce with the O

n stipulates sa

oil Type

1

2

3

4

m support syst

of the Act an

erience in bed

the underlyin

can be remo

g bedrock an

consuming, a

ols. Line dril

se proximity

ase/difficulty

n. For examp

ming large ope

hard layers.

but this is not

ues must be

rs.


e

ONSIDER

ns

carried out in

amended), C

ignate four (4

practical purp

water control

glacial till sh

enter a trenc

Occupational H

afe slopes of e

withi

withi

tem requireme

nd Regulation

drock belongi

ng rock can b

oved with po

nd the interbe

and will requi

lling may be

to existing st

y in excavatio

ple, excavatio

en cuts for st

Some of the

considered u

addressed in


RATIONS F

n accordance

onstruction P

4) broad clas

poses at this s

is achieved

hould be cons

ch or excava

Health and Sa

excavation by

Base of

n 1.2 metres o

n 1.2 metres o

from bottom

from bottom

ents for steep

ns and include

ing to the Qu

e removed w

owerful exca

edded limesto

ire specialized

required, but

tructures whe

on of bedrock

on of narrow

tructures in w

thicker “har

nusual for roc

n the contrac


FOR CONS

e with the Oc

Projects, Part I

ssifications of

site, the existi

where requir

idered a Type

ation the soil

afety Act and

y soil type as f

f Slope

of bottom of tren

of bottom of tren

m of trench

m of trench

per excavation

e provisions

ueenston Form

without blastin

avators equip

one and siltst

d rock bucket

t likely only i

ere it is neces

k will also d

trenches into

which excavat

d” layers ma

ck excavation

ct documents

ment

STRUCTA

ccupational H

III – Excavat

f soils to stip

ing fill is con

red and surfac

e 2 Soil.

l must be su

d Regulations

follows:

nch

nch

ns are stipulat

for timbering

mation indica

ng. The upper

pped with ro

tone layers, h

ts, with the a

in sensitive a

ssary to limit

epend on the

o the shale w

tors can oper

ay require ad

ns in this area

s for founda

ABILITY

Health and S

tions, Section

pulate approp

nsidered a Typ

ce water is d

uitably sloped

s for Construc

Steepest Slo

1 horizonta

1 horizonta

1 horizonta

3 horizonta

ted in Section

g, shoring and

ates that the t

r weathered p

ck teeth. Th

however, will

assistance of h

areas such as

over-break a

e size (width)

will obviously

rate from the

dditional hoe-

a. The risk and

ations, excava


Page N

afety Act, O

ns 222 through

priate measur

pe 3 Soil, pro

directed away

d and/or brac

ction Projects

ope Inclination

al to 1 vertical

al to 1 vertical

al to 1 vertical

al to 1 vertical

ns 235 throug

d moveable t

till-shale tran

portion of the

he removal o

l be more ard

hoe rams and

where excava

and vibrations

) and depth o

y be more dif

base of the

-ramming eff

d responsibili

ation, and sh

3, 20154-5010

o. 15

ntario

h 242.

es for

ovided

y from

ced in

s. The

n

gh 238

trench

nsition

shale

of the

duous

d other

ations

s. The

of the

fficult

cut to

fort to

ity for

horing


T

Excavatio

excavation

is not pos

immediate

interbeds)

these frac

which wil

In the bed

and along

infiltration

of the exc

sometime

water.

During ex

from the b

It should b

site, will r

were carr

have aest

acceptanc

site for us

6.2 S

The depth

such, ther

the munic

occur. If a

soldier pil

Terraprob

Rock anch

without p

basis is re

of the ove


Terraprobe

ons into the sh

n must be sca

ssible, protec

ely beside th

) are transect

ctures may pr

ll require rem

drock, ground

g the more p

n by means o

cavation, as th

es a problem a

xcavation, gas

bedrock has b

be noted that

require chem

ried out as pa

thetic, or en

ce. Such requi

se at other loc

Shoring De

h of the overb

re is very littl

cipality will a

a straight edg

les and laggin

be can provide

horages are t

roof testing.

equired. The u

erburden char


e

hale bedrock

aled of any lo

ctive mesh ca

he cut rock

ed by sub-ve

referentially c

moval and can

d water seepag

pervious sand

of ditches and

he excavation

as is accumul

s monitoring s

been adequate

surplus exca

mical analyses

art of this ass

ngineering pr

irements are s

cations was be

esign

burden soil at

le soil to be r

llow sloping

ge excavation

ng pinned int

e shoring desi

ypically mad

Higher bond

use of soil an

racter changes


can be vertic

oose rock to p

an be draped

face. The sh

ertical fracture

cause the form

often lead to

ge is expected

dstone and li

d filtered sum

n progresses. B

lation of susp

should be car

ely vented and

avated soil res

to assess the

signment. It s

roperty requ

site specific,

eyond the sco

t this site vari

etained at the

of the soil at

n is required a

to the top of t

ign services f

de in the Quee

stresses are p

nchors establi

s in short dist


cal to near-ve

protect the wo

d over the ro

hale (as well

es, typically

mation of slab

‘over-break’

d to occur con

imestone inte

mps, fitted wit

Be aware that

pended soil an

rried out to en

d dissipated.

sulting from t

e disposal site

should be not

uirements, as

so assessmen

ope of the inve

ies from abou

e edges of the

the edge of th

above the top

the rock and

for this projec

enston Forma

possible but p

ished in the o

tances.

ment

ertical, but no

orkers workin

ock face when

as the lime

oriented at ri

bs, wedges o

beyond the i

ntinuously thr

erbeds. It sho

th appropriate

t fouling of p

nd rock fine p

nsure that any

the constructi

e requirement

ted however

s well as ch

nt of the appro

estigation.

ut 0.8 to 2.3 m

e proposed ex

he site will di

p of the shale

anchored wo

ct if requested

ation using a

proof testing

overburden so

ot overhangin

ng in the exca

n work is re

estone, sands

ight angles to

or blocks of lo

intended exca

rough beddin

ould be poss

ely sized pum

pumps by pow

particles in th

y natural gas d

ion that is to b

ts. No chemic

that sites acc

hemical requ

opriateness o

metres below

xcavations. T

ictate whethe

bedrock, then

ould be the ap

d.

design bond

of anchorage

oil is not reco


Page N

ng. The face

avation. Wher

equired in the

stone and silt

o one another

oose unstable

avation ‘cut li

g planes, frac

ible to handl

mps within the

wdery shale fi

he ponded se

detected eman

be disposed o

cal analyses o

cepting fill u

uirements for

f the soil from

existing grad

The extent to w

er any shoring

n a system of

ppropriate sol

stress of 620

es on a site b

ommended be

3, 20154-5010

o. 16

of the

re this

e area

tstone

r, and

e rock

ine’.

ctures,

le the

e base

ines is

epage

nating

of off-

of soil

sually

r soil

m this

de. As

which

g must

f steel

lution.

0 kPa,

by site

ecause


T

6.3 S

The soil a

traffic. If

will be di

subgrade

disturbed

requireme

The timin

feasible to

time to co

The subgr

weather

Considera

context of

6.4 Q

The found

the found

engineer.

an integra

Building C

The long

dependen

maintaine

practically

capabilitie

final desig

monitored

adequate c

The requi

maximum

required t

operator

services fo


Terraprobe

Site Work

at this site is f

site work is c

isturbed unles

soils from co

soil and use

ents.

ng of the majo

o carry out fil

omplete the w

rade at this s

conditions, a

ation must be

f this particul

Quality Co

dation installa

ding soil and/o

The on-site r

al part of the

Code 2012.

term perfor

t upon the su

ed to ensure

y possible. Th

es as indicate

gn grades and

d by Terrapro

compaction.

irements for

m dry density

to demonstrat

of appropriat

for the project


e

fine-grained a

carried out du

ss an adequat

onstruction tra

of fill materi

or grading wo

ll operations d

work, allowing

site is conside

adequate tem

e given to fro

ar project dev

ontrol

ations must b

or rock expos

review of the

e geotechnica

rmance of th

ubgrade supp

that uniform

he design adv

ed by the bor

d therefore, th

obe at the tim

fill placemen

. In situ dete

te that the spe

te nuclear de

t as necessary


and may beco

uring periods

te granular w

affic. The dist

ial for site res

orks on the sit

during wet or

g for delays d

ered to be fr

mporary fros

st effects, suc

velopment.

be field review

sed is consist

condition of

al design fun

he pavement

port condition

subgrade mo

vice in this r

reholes. Thes

he preparation

me of construc

nt on this pr

erminations o

ecified placem

ensity gauges

y, with our qu


me weakened

of wet weath

working surfac

turbance caus

storation or u

te is critical to

r freezing con

due to adverse

ost susceptib

st protection

ch as heave o

wed by Terra

tent with the

f the foundati

nction and is

structure an

ns. Stringent

oisture and d

eport is based

se conditions

n of the subgr

ction to confir

roject have b

f density dur

ment density

s for this wo

ualified techni

ment

d or loosened

her, then it ca

ce is provide

sed by the tra

underfloor fill

o the perform

nditions. The s

e weather.

ble. If constru

for the ex

or softening,

aprobe as they

design bearin

ion soil as the

required by

nd any slab-o

construction

density condi

d on an asses

may vary ac

rade and the

rm material q

been stipulate

ring fill and a

is achieved.

ork and can

ical staff.

d when subjec

an be expected

d to protect t

affic can resul

ls that is not

mance of the w

schedule mus

uction procee

xposed soil

on exposed s

y are constru

ng intended b

e foundations

Section 4.2.2

on-grade stru

n control pro

itions are ach

ssment of the

cross the site

compaction o

quality, thickn

ed relative to

asphaltic plac

Terraprobe is

provide sam


Page N

cted to constru

d that the sub

the integrity o

lt in the remo

intrinsic to p

work. It may n

st provide ade

ds during fre

will be req

soil surfaces

ucted to ensur

by the geotech

s are construc

2.2 of the O

uctures are h

cedures shou

hieved as mu

e subgrade su

e depending o

of all fill shou

ness, and to e

o standard Pr

cement on si

s a CNSC cer

mpling and te

3, 20154-5010

o. 17

uction

bgrade

of the

val of

project

not be

equate

eezing

quired.

in the

re that

hnical

cted is

ntario

highly

uld be

uch as

upport

on the

uld be

ensure

roctor

ite are

rtified

esting


T

Concrete

maintains

the projec

Terraprob

Steel, as

Terraprob


Terraprobe

will be speci

a CSA certif

ct as necessary

be staff can al

necessary, f

be is certified


e

ified in accor

fied concrete

y.

lso provide q

for the Struct

by the Canad


rdance with t

laboratory an

quality contro

tural and Ar

dian Welding


the requireme

nd can provid

l services for

rchitectural q

Bureau unde

ment

ents of CAN

de concrete sa

r Building En

quality contro

er W178.1-14

3 - CSA A23

ampling and t

nvelope, Roof

ol requiremen


Page N

3.1-09. Terra

testing servic

fing and Stru

nts of the pr

3, 20154-5010

o. 18

aprobe

ces for

uctural

roject.


T

7.0 L

This inve

consistent

under sim

project. T

obtained f

It must b

interventi

should be

disturbanc

The desig

from this

retained d

all aspects

the projec

geotechni

control m

the implic

design dra

report onc

specifical

This repo

Property

copyright

without th

Property M

It is recog

Provincia

are expres


Terraprobe

LIMITATIO

stigation has

t with those

milar conditio

The discussio

from this inve

be recognized

on at or near

exercised in

ce of soils, an

gn parameters

investigation

design consult

s of the projec

ct scope and

ical design p

may not be rel

cations of cha

awings and sp

ce final build

ly addressed.

ort was prepa

Management

of Terraprob

he prior writte

Management

gnized that th

l statues, will

ssed and impl


e

ONS AND U

been carried

ordinarily ex

ons and subje

ns and recom

estigation.

d that the p

r the site hav

the considera

nd frost protec

provided and

n made at th

tants in the de

ct relative to t

development

parameters, ad

levant to the

anges with re

pecifications p

ding plans hav

ared for the e

t and their re

be Inc., and n

en permission

and their reta

he City of Bu

l make use of

lied.


USE OF R

out using in

xercised by T

ect to the tim

mmendations

assage of tim

ve the potent

ation of contr

ction.

d the enginee

e site by Ter

esign phase o

the subsurfac

t features the

dvice and co

revised proje

espect to the

prior to const

ve been estab

express use o

etained design

no part of thi

n of Terrapro

ained design c

urlington, in i

f and rely upo


REPORT

vestigation te

Terraprobe an

me, financial

that have be

me, natural o

tial to alter s

actual respon

ring advice o

rraprobe and

of the project.

ce conditions

interpretatio

omments rela

ect or comple

contents of t

truction. It w

blished so tha

of the United

n consultants

is report may

obe Inc. Unit

consultants ar

its capacity a

on this report,

ment

echniques and

nd other eng

and physica

een presented

occurrences,

subsurface co

nsibilities as th

offered are ba

are intended

. Since the pr

cannot be ant

ons made of t

ating to cons

ete. Terraprob

this report an

would likely

at the excava

d Burlington

s. It is not fo

y be reproduc

ted Burlington

re authorized

as the plannin

, cognizant of

d engineering

gineering prac

al constraints

d are based o

and direct o

onditions. In

hey relate to c

ased on the fac

d for use by

roject is still i

ticipated. If th

the subsurfac

structability i

be should be

nd should be

be worthwh

ation requirem

Retail Portfo

or use by oth

ced by any m

n Retail Portf

users.

ng and buildin

f the limitatio


Page N

g analysis me

ctitioners, wo

applicable t

on the factua

or indirect h

particular, ca

control of see

ctual data obt

the owner an

in the design

here are chan

ce informatio

issues and q

retained to re

retained to re

hile to redraf

ments can be

folio Inc., Gla

hers. This rep

means, in any

folio Inc., Gla

ng authority

ons thereof, bo

3, 20154-5010

o. 19

ethods

orking

o this

al data

human

aution

epage,

tained

nd its

stage,

ges to

n, the

quality

eview

eview

ft this

more

anelm

port is

form,

anelm

under

oth as


T

We trust t

or if we ca

Terrapr

Patrick CaAssociate


Terraprobe

the foregoing

an be of furth

obe Inc.

annon, P. Enge


e

g information

her assistance

g.


is sufficient f

, please do no


for your pres

ot hesitate to c

ment

ent requireme

contact us.

ents. If you h


Page N

have any ques

3, 20154-5010

o. 20

stions,

FIGURES

Terraprobe Inc.

LOGS OF BOREHOLES

APPENDIX A

Terraprobe Inc.

Terraprobe ABBREVIATIONS AND TERMINOLOGY

Terraprobe Inc.Greater Toronto Hamilton – Niagara Central Ontario Northern Ontario 11 Indell Lane 903 Barton Street, Unit 22 220 Bayview Drive, Unit 25 1012 Kelly Lake Rd., Unit 1 Brampton, Ontario L6T 3Y3 Stoney Creek, Ontario L8E 5P5 Barrie, Ontario L4N 4Y8 Sudbury, Ontario P3E 5P4 (905) 796-2650 Fax: 796-2250 (905) 643-7560 Fax: 643-7559 (705) 739-8355 Fax: 739-8369 (705) 670-0460 Fax: 670-0558

www.terraprobe.ca

SAMPLING METHODS AS auger sample CORE cored sample DP direct push FV field vane GS grab sample SS split spoon ST shelby tube WS wash sample

PENETRATION RESISTANCE Standard Penetration Test (SPT) resistance ('N' values) is defined as the number of blows by a hammer weighing 63.6 kg (140 lb.) falling freely for a distance of 0.76 m (30 in.) required to advance a standard 50 mm (2 in.) diameter split spoon sampler for a distance of 0.3 m (12 in.). Dynamic Cone Test (DCT) resistance is defined as the number of blows by a hammer weighing 63.6 kg (140 lb.) falling freely for a distance of 0.76 m (30 in.) required to advance a conical steel point of 50 mm (2 in.) diameter and with 60° sides on 'A' size drill rods for a distance of 0.3 m (12 in.)."

COHESIONLESS SOILS

Compactness ‘N’ value

very loose < 4 loose 4 – 10 compact 10 – 30 dense 30 – 50 very dense > 50

COHESIVE SOILS

Consistency ‘N’ value Undrained Shear

Strength (kPa) very soft < 2 < 12 soft 2 – 4 12 – 25 firm 4 – 8 25 – 50 stiff 8 – 15 50 – 100 very stiff 15 – 30 100 – 200 hard > 30 > 200

COMPOSITION

Term (e.g) % by weight

trace silt < 10 some silt 10 – 20 silty 20 – 35 sand and silt > 35

TESTS AND SYMBOLS

MH mechanical sieve and hydrometer analysis

w, wc water content

wL, LL liquid limit

wP, PL plastic limit

IP, PI plasticity index

k coefficient of permeability

γ soil unit weight, bulk

φ’ internal friction angle

c’ effective cohesion

cu undrained shear strength

Unstabilized water level

1st water level measurement

2nd water level measurement

Most recent water level measurement

Undrained shear strength from field vane (with sensitivity)

Cc compression index

cv coefficient of consolidation

mv coefficient of compressibility

e void ratio

FIELD MOISTURE DESCRIPTIONS Damp refers to a soil sample that does not exhibit any observable pore water from field/hand inspection.

Moist refers to a soil sample that exhibits evidence of existing pore water (e.g. sample feels cool, cohesive soil is at plastic limit) but does not have visible pore water

Wet refers to a soil sample that has visible pore water

83.90.4

82.81.5

82.02.3

79.74.6

50 /125mm

8

50 /125mm

50 /50mm

50 /50mm

1

2

3

4

5

SS

SS

SS

SS

SS

100mm ASPHALTIC CONCRETE

FILL, granular base

FILL, shale, mixed silt, very dense,reddish brown

FILL, shale, mixed silt, loose, reddishbrown

WEATHERED SHALE, reddish brownand grey

END OF BOREHOLE

Borehole was dry and open uponcompletion of drilling.

Ele

vatio

n S

cale

(m)

84

83

82

81

80

ElevDepth

(m)

SP

T 'N

' Val

ue

Moisture / Plasticity

10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4

Unconfined Pocket Penetrometer

Field Vane Lab Vane

Undrained Shear Strength (kPa)

40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

84.3

GRAIN SIZEDISTRIBUTION (%)

(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :

Drilling Method : Solid stem augers

Position : E: 602818, N: 4802457 (UTM 17T)

71-15-5010

February 26, 2015

1 of 1

Client :

Project :

Location :

LOG OF BOREHOLE 15-1United Burlington Retail Portfolio Inc.

LAKESIDE

5353 LAKESHORE ROAD, BURLINGTON, ONTARIO

Elevation Datum : "Geodetic"

Rig type : CME 45, truck-mounted

lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe

Penetration Test Values(Blows / 0.3m)

10 20 30 40

80.90.5

80.31.1

79.12.3

76.84.6

50 /125mm

31

50 /75mm

50 /50mm

50 /50mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base


CLAYEY SILT to SILT, with grey shaleinterbeds, very dense, reddish brown(GLACIAL TILL)


END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.4


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602785, N: 4802429 (UTM 17T)

71-15-5010

February 26, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

80.80.5

80.21.1

79.02.3

76.74.6

50 /75mm

84

50 /25mm

50 /25mm

50 /25mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base




END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.3


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602751, N: 4802412 (UTM 17T)

71-15-5010

February 26, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

81.30.6

80.81.1

79.62.3

77.34.6

47

15

50 /150mm

50 /75mm

50 /50mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base




END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.9


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602764, N: 4802471 (UTM 17T)

71-15-5010

February 26, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

80.80.5

79.81.5

79.02.3

76.74.6

17

36

50 /75mm

50 /50mm

50 /25mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base

FILL, shale, mixed silt, compact, reddishbrown



END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.3


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602803, N: 4802485 (UTM 17T)

71-15-5010

February 26, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

81.20.6

80.90.9

80.31.5

77.24.6

22

50 /150mm

50 /125mm

50 /25mm

50 /25mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base




END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.8


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602692, N: 4802426 (UTM 17T)

71-15-5010

February 26, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

80.70.6

80.40.9

79.81.5

76.74.6

50 /150mm

50 /150mm

50 /25mm

50 /50mm

50 /25mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base




END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.3


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602713, N: 4802388 (UTM 17T)

71-15-5010

February 26, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

80.90.6

80.01.5

79.22.3

76.94.6

10

95

50 /50mm

50 /25mm

50 /50mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base

FILL, silty sand and gravel, compact,brown



END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.5


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602707, N: 4802478 (UTM 17T)

71-15-5010

February 27, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

80.70.5

80.30.9

78.92.3

76.64.6

63

67

50 /75mm

50 /50mm

50 /50mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base




END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.2


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602658, N: 4802363 (UTM 17T)

71-15-5010

February 27, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

81.10.5

80.80.8

78.53.1

50 /75mm

50 /50mm

50 /50mm

50 /50mm

1

2

3

4

SS

SS

SS

SS


FILL, granular base



END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.6


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602590, N: 4802454 (UTM 17T)

71-15-5010

February 27, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

80.90.6

80.60.9

79.22.3

76.94.6

34

67 /275mm

50 /50mm

50 /25mm

50 /25mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base

FILL, shale, mixed silt, dense, reddishbrown



END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.5


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602786, N: 4802562 (UTM 17T)

71-15-5010

February 27, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

80.90.6

80.41.1

79.71.8

76.94.6

15

50 /75mm

50 /50mm

50 /50mm

1

2

3

4

5

SS

SS

SS

SS

SS


FILL, granular base




END OF BOREHOLE


Ele

vatio

n S

cale

(m)

81

80

79

78

77

ElevDepth

(m)

SP

T 'N

' Val

ue


10 20 30

PL LLMC Hea

dspa

ceV

apou

r

Lab Dataand

Comments

Inst

rum

ent

Det

ails

Gra

phic

Log

Num

ber Liquid

Limit

Uns

tabi

lized

Wat

er L

evel

Typ

e

Dep

th S

cale

(m

)

0

1

2

3

4


Field Vane Lab Vane


40 80 120 160

SOIL PROFILE

GROUND SURFACE

SAMPLES

PlasticLimit

Dynamic ConeNatural

Water Content

81.5


(MIT)

Description

SAGR SI CL

Project No.:

Date started :

Sheet No. :


Position : E: 602816, N: 4802518 (UTM 17T)

71-15-5010

February 27, 2015

1 of 1

Client :

Project :

Location :


LAKESIDE




lib

rary

: lib

rary

- t

erra

prob

e gi

nt.g

lb

rep

ort

: te

rrap

robe

soi

l log

fi

le:

71-1

5-50

10-5

353

lake

shor

e ro

ad.g

pjTerraprobe


10 20 30 40

Terraprobe - Burlington€¦ · The geologi in 1 to 3 metr Developm ing the prop nformation p lude...

Documents

Transcript of Terraprobe - Burlington€¦ · The geologi in 1 to 3 metr Developm ing the prop nformation p lude...