canadian rental development services inc

GeotechnicalEngineering

EnvironmentalEngineering

Hydrogeology

GeologicalEngineering

Materials Testing

Building Science

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Paterson Group Inc.Consulting Engineers154 Colonnade Road SouthOttawa (Nepean), OntarioCanada K2E 7J5

Tel: (613) 226-7381Fax: (613) 226-6344www.patersongroup.ca

patersongroup

Geotechnical InvestigationProposed Multi-Storey Building

1136 Maritime WayOttawa, Ontario

Prepared For

Canadian Rental Development Services Inc.

July 28, 2017

Report PG4007-1 Revision 1

patersongroup Geotechnical InvestigationOttawa Kingston North Bay Proposed Multi-Storey Building

1136 Maritime Way - Ottawa

Table of ContentsPAGE

1.0 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

2.0 Proposed Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

3.0 Method of Investigation3.1 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2

3.2 Field Survey. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

3.3 Laboratory Testing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

3.4 Analytical Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

4.0 Observations4.1 Surface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

4.2 Subsurface Profile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

4.3 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

5.0 Discussion5.1 Geotechnical Assessment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

5.2 Site Grading and Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

5.3 Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

5.4 Design for Earthquakes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

5.5 Basement Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

5.6 Basement Wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

5.7 Pavement Structure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

6.0 Design and Construction Precautions6.1 Foundation Drainage and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

6.2 Protection of Footings Against Frost Action . . . . . . . . . . . . . . . . . . . 16

6.3 Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

6.4 Pipe Bedding and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

6.5 Groundwater Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

6.6 Winter Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

6.7 Corrosion Potential and Sulphate . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

6.8 Landscaping Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

7.0 Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

8.0 Statement of Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23

Report: PG4007-1 Revision 1July 28, 2017 Page i



Appendices

Appendix 1 Soil Profile and Test Data Sheets

Symbols and Terms

Borehole Logs by others

Analytical Testing Results

Appendix 2 Figure 1 - Key Plan

Seismic Report by Others

Drawing PG4007-1 - Test Hole Location Plan

Report: PG4007-1 Revision 1July 28, 2017 Page ii



1.0 Introduction

Paterson Group (Paterson) was commissioned by Canadian Rental Development

Services Inc. to conduct a geotechnical investigation for the proposed multi-storey

building to be located at 1136 Maritime Way, in the City of Ottawa, Ontario (refer to

Figure 1 - Key Plan in Appendix 2).

The objectives of the current investigation were to:

� determine the subsurface soil and groundwater conditions based on borehole

information.

� provide geotechnical recommendations for the design of the proposed

development including construction considerations which may affect the design.

The following report has been prepared specifically and solely for the aforementioned

project which is described herein. This report contains the findings and includes

geotechnical recommendations pertaining to the design and construction of the

proposed development as understood at the time of writing this report.

Investigating the presence or potential presence of contamination on the subject

property was not part of the scope of work of this present investigation. Therefore, the

present report does not address environmental issues.

2.0 Proposed Development

It is our understanding that the proposed development consists of a eight (8) storey

structure with two (2) levels of underground parking. Associated car parking areas,

access lanes and landscaped areas are also anticipated for this development.

It is further anticipated that the proposed structure will be municipally services with

water and sewer.

Report: PG4007-1 Revision 1July 28, 2017 Page 1



3.0 Method of Investigation

3.1 Field Investigation

Field Program

The field portion of the geotechnical investigation was carried out on December 13,

14 and 15, 2016. At that time, a total of eleven (11) boreholes were drilled to a

maximum depth of 13.6 m below existing ground surface. The current borehole

locations were placed to provide general coverage of the subject site with consideration

of the existing borehole locations completed as part of a previous investigation

completed by others. The current borehole locations completed by Paterson and the

previous borehole locations completed by others are shown on Drawing PG4007-1 -

Test Hole Location Plan included in Appendix 2.

The boreholes completed as part of the current investigation were drilled using a track-

mounted auger drill rig operated by a two-person crew. All fieldwork was conducted

under the full-time supervision of Paterson personnel under the direction of a senior

engineer. The drilling procedure consisted of augering to the required depths at the

selected locations, sampling and testing the overburden.

Sampling and In Situ Testing

Soil samples were recovered from a 50 mm diameter split-spoon or the auger flights.

The split-spoon and auger samples were classified on site and placed in sealed plastic

bags. All samples were transported to our laboratory. The depths at which the split-

spoon and auger samples were recovered from the boreholes are presented as SS and

AU, respectively, on the Soil Profile and Test Data sheets.

Standard Penetration Tests (SPT) were conducted and recorded as “N” values on the

Soil Profile and Test Data sheets. The “N” value is the number of blows required to

drive the split-spoon sample 300 mm into the soil after the initial penetration of 150 mm

using a 63.5 kg hammer falling from a height of 760 mm.

The subsurface conditions observed in the boreholes were recorded in detail in the

field. The soil profiles are presented on the Soil Profile and Test Data sheets in

Appendix 1.




Groundwater

Flexible standpipes were installed in BH 1-16, BH 6-16, BH 7-16 to BH 10-16 to

monitor the groundwater levels subsequent to the completion of the sampling program.

Sample Storage

All samples will be stored in the laboratory for a period of one month after issuance of

this report. They will then be discarded unless otherwise directed.

3.2 Field Survey

The borehole locations and ground surface elevation at each borehole locations

completed as part of the current investigation were surveyed by Fairhall, Moffatt and

Woodland Ltd. The ground surface elevation at each borehole location was referenced

to a geodetic datum. The location of the boreholes and the ground surface elevation

at each borehole location are presented on Drawing PG4007-1 - Test Hole Location

Plan in Appendix 2.

3.3 Laboratory Testing

Soil samples recovered from the subject site were visually examined in our laboratory

to review the field logs.

3.4 Analytical Testing

Two (2) bedrock samples and two (2) soil samples were submitted for analytical testing

to assess the potential for exposed ferrous metals and the sulphate potential against

subsurface concrete structures curing the pervious geotechnical investigation

completed by others. The samples were submitted to determine the concentration of

sulphate and chloride, the resistivity and the pH of the soil and bedrock. The results

are provided in Appendix 1 and are discussed further in Subsection 6.7.




4.0 Observations

4.1 Surface Conditions

The subject site is an undeveloped vacant property located between Maritime Way

located to the west and Grey Crescent located to the east. The site is bordered to the

north by a multi-use pedestrian pathway followed by an undeveloped vacant property

and to the south by the an existing storm water management facility (SWMF) followed

by HWY 417. The site is generally grass covered with some brush and sparsely

occupied by trees. The site and regional topography slopes down gradually towards

the south with an approximate 3 m fall based on the ground surface elevations at the

borehole locations provided by Fairhall, Moffat and Woodland Ltd.. Some bedrock

outcrop was observed within the northeast corner of the site which extends into the

neighbouring property to the north.

4.2 Subsurface Profile

Generally, the subsurface profile at the borehole locations consists of a thin layer of a

topsoil overlying either a very stiff to stiff silty clay with sand or a loose to dense glacial

till consisting of a silty sand to sandy silt with clay, gravel, cobbles trace boulders.

Practical refusal to augering was encountered at all borehole locations varying between

0.6 and13.6 m below existing ground surface at BH 4-16 and BH 8-16, respectively.

Specific details of the subsurface profile at each test hole location are presented on the

Soil Profile and Test Data sheets in Appendix 1.

Based on available geological mapping, the subject site is located in an area with either

paragneiss, diorite, gabbro or quartzite metamorphic bedrock with an overburden drift

thickness of 0 to 15 m depth.




4.3 Groundwater

Groundwater levels were recorded at the piezometers installed at the borehole locations

on January 5, 2017. The groundwater level readings noted at that time are presented

in Table 1. It should be noted that water can become perched within a backfilled

borehole that leads to higher than normal groundwater level readings. Long-term

groundwater levels can also be estimated based on observations, such as colouring

and moisture levels, of the recovered soil samples. Based on these observations, the

long-term groundwater level is anticipated at a 3 to 4 m depth. Groundwater levels are

subject to seasonal fluctuations and therefore levels could differ at the time of

construction.

Table 1 - Summary of Groundwater Level Readings

Test Hole

Number

Ground

Elevation, m

Groundwater Levels, mRecording Date

Depth Elevation

BH 1-16 97.70 Dry - January 5, 2017

BH 6-16 96.96 4.24 92.72 January 5, 2017

BH 7-16 97.87 Dry - January 5, 2017

BH 8-16 95.41 4.25 91.16 January 5, 2017

BH 9-16 94.79 3.94 90.85 January 5, 2017

BH 10-16 95.69 1.69 94.00 January 5, 2017




5.0 Discussion

5.1 Geotechnical Assessment

From a geotechnical perspective, the subject site is adequate for the proposed multi-

storey building. Based on the current conceptual drawing, it is expected that bedrock

removal will be required for portions of the underground parking levels of the proposed

structure.

The foundation support system required is dependent on the design building loading

and depth of foundation. Several foundation support options are listed below and

discussed in the following sub-sections:

� Conventional footings placed on a compact to dense glacial till bearing surface

and/or a clean, metamorphic bedrock

� Conventional footings placed on lean concrete filled trenches that extend down

to the underlying bedrock where depths to bedrock are considered feasible for

this application.

The above and other considerations are discussed in the following sections.

5.2 Site Grading and Preparation

Stripping Depth

Topsoil, deleterious fill, such as those containing organic materials should be stripped

from under any buildings and other settlement sensitive structures.

Bedrock Removal

Based on the bedrock encountered in the area, it is expected that line-drilling in

conjunction with hoe-ramming or controlled blasting will be required to remove the

bedrock. In areas of weathered bedrock and where only a small quantity of bedrock is

to be removed, bedrock removal may be possible by hoe-ramming.




Prior to considering blasting operations, the effects on the existing services, buildings

and other structures should be addressed. A pre-blast or pre-construction survey

located in proximity of the blasting operations should be conducted prior to commencing

construction. The extent of the survey should be determined by the blasting consultant

and sufficient to respond to any inquiries/claims related to the blasting operations.

As a general guideline, peak particle velocity (measured at the structures) should not

exceed 50 mm/s during the blasting program to reduce the risks of damage to the

existing structures.

The blasting operations should be planned and conducted under the supervision of a

licensed professional engineer who is an experienced blasting consultant.

Vibration Considerations

Construction operations could cause vibrations, and possibly, sources of nuisance to

the community. Therefore, means to reduce the vibration levels as much as possible

should be incorporated in the construction operations to maintain a cooperative

environment with the residents.

Two parameters determine the recommended vibration limit, the maximum peak

particle velocity and the frequency. For low frequency vibrations, the maximum

allowable peak particle velocity is less than that for high frequency vibrations. As a

guideline, the peak particle velocity should be less than 15 mm/s between frequencies

of 4 to 12 Hz, and 50 mm/s above a frequency of 40 Hz (interpolate between 12 and

40 Hz). These guidelines are for current construction standards. These guidelines are

above perceptible human level and, in some cases, could be very disturbing to some

people. A pre-construction survey is recommended to minimize the risks of claims

during or following the construction of the proposed building.

Fill Placement

Fill placed for grading beneath the building areas should consist, unless otherwise

specified, of clean imported granular fill, such as Ontario Provincial Standard

Specifications (OPSS) Granular A or Granular B Type II. The imported fill material

should be tested and approved prior to delivery. The fill should be placed in maximum

300 mm thick loose lifts and compacted by suitable compaction equipment. Fill placed

beneath the building should be compacted to a minimum of 98% of the standard

Proctor maximum dry density (SPMDD).




Non-specified existing fill along with site-excavated soil could be placed as general

landscaping fill where settlement of the ground surface is of minor concern. These

materials should be spread in lifts with a maximum thickness of 300 mm and

compacted by the tracks of the spreading equipment to minimize voids. Non-specified

existing fill and site-excavated soils are not suitable for placement as backfill against

foundation walls, unless used in conjunction with a geocomposite drainage membrane,

such as Miradrain G100N or Delta Drain 6000.

5.3 Foundation Design

Several foundation support options are available for the proposed building depending

on the design loading and foundation depth. The following foundation options are

recommended:

Conventional Shallow Foundation

Footings placed on an undisturbed, compact glacial till bearing surface at geodetic

elevation 90.5 m can be designed using a bearing resistance value at SLS of 200 kPa

and a factored bearing resistance value at ULS of 300 kPa. Footings placed on an

undisturbed, dense glacial till bearing surface between geodetic elevations of 88.5 to

89.5 m can be designed using a bearing resistance value at SLS of 250 kPa and a

factored bearing resistance value at ULS of 400 kPa.

The above noted bearing resistance values at SLS will be subjected to potential post-

construction total and differential settlements of 25 and 20 mm, respectively.

Footings placed on a clean, surface sounded gneiss bedrock surface can be designed

using a factored bearing resistance value at ultimate limit states (ULS) of 2,000 kPa

incorporating a geotechnical resistance factor of 0.5 was applied to the bearing

resistance value at ULS.

A clean, surface-sounded bedrock bearing surface should be free of loose materials,

and have no near surface seams, voids, fissures or open joints which can be detected

from surface sounding with a rock hammer.




A factored bearing resistance value at ULS of 6,000 kPa, incorporating a geotechnical

resistance factor of 0.5, could be used if founded on bedrock that is free of seams,

fractures and voids within 1.5 m below the founding level. This could be verified by

completing and probing 50 mm diameter drill holes to a depth of 1.5 m below the

founding level within the footprint(s) of the footing(s). At least one drill hole should be

completed per major footing. The drill hole inspection should be carried out by the

geotechnical consultant.

Lean Concrete Filled Trenches

Where bedrock is encountered below the design underside of footing elevation,

consideration should be given to excavating vertical trenches to expose the underlying

bedrock surface and backfilling with lean concrete (20 MPa 28-day compressive

strength). Typically, the excavation sidewalls will be used as the form to support the

concrete. The additional width of the concrete poured against an undisturbed trench

sidewall will suffice in providing a direct transfer of the footing load to the underlying

bedrock.

The effectiveness of this operation will depend on the ability of maintaining vertical

trenches until the lean concrete can be poured. It is suggested that once the bottom

of the excavation is exposed, a test pit should be undertaken to assess the water

infiltration issues and stability of the excavation sidewalls extending to the bedrock

surface.

The trench excavation should be at least 300 mm wider than all sides of the footing at

the base of the excavation. The excavation bottom should be relatively clean using the

hydraulic shovel only (workers will not be permitted in the excavation below a 1.5 m

depth). Once approved by the geotechnical engineer, lean concrete can be poured up

to the proposed founding elevation.

Footings placed on lean concrete filled trenches extending to the bedrock surface can

be designed using a factored bearing resistance value at ultimate limit states (ULS) of

2,000 kPa.




Lateral Support

The bearing medium under footing-supported structures is required to be provided with

adequate lateral support with respect to excavations and different foundation levels.

Adequate lateral support is provided to a sound bedrock bearing medium when a plane

extending down and out from the bottom edge of the footing at a minimum of 1H:6V (or

flatter) passes only through sound bedrock or a material of the same or higher capacity

as the bedrock, such as concrete. A weathered bedrock bearing medium will require

a lateral support zone of 1H:1V (or flatter).

Settlement

Footings bearing on an acceptable bedrock bearing surface and designed for the

bearing resistance values provided herein will be subjected to negligible potential post-

construction total and differential settlements.

Bedrock Stabilization

Horizontal rock anchors may be required at specific locations where excavations are

completed in bedrock below existing footings or vertically through the bedrock adjacent

to footings to prevent pop-outs of the bedrock, especially in areas where fractures in the

bedrock are conducive to the failure of the bedrock surface.

5.4 Design for Earthquakes

Seismic velocity testing was completed by Geophysics GPR International Inc on

June 2, 2016, using a Multichannel Analysis of Surface Waves (MASW), the Extended

Spatial Autocorrelation (ESPAC) and seismic refraction methods. Seismic velocity

testing was completed for the subject site to accurately determine the applicable

seismic site classification for the proposed building from Table 4.1.8.4.A of the Ontario

Building Code 2012.

Based on the results of the seismic testing, the average shear wave velocity, Vs30, for

foundations placed on bedrock is 2,342 m/s. Therefore, a Site Class A is applicable

for design of the proposed building founded on bedrock. If the proposed building

foundation is located greater than 3 m above the bedrock surface, a seismic Site

Class C is recommended for design purposes. The soils underlying the subject site are

not susceptible to liquefaction.




5.5 Basement Slab

It is expected that the basement area will be mostly parking and that a concrete slab

topping with a subfloor granular layer will be incorporated in the design to accommodate

services.

In storage or other uses of the lower level where a concrete floor slab will be used it is

recommended that the upper 200 mm of sub-slab fill consists of 19 mm clear crushed

stone. All backfill material within the footprint of the proposed building should be placed

in maximum 300 mm thick loose layers and compacted to at least 98% of its SPMDD.

In consideration of the groundwater conditions encountered during the investigation, a

subfloor drainage system, consisting of lines of perforated drainage pipe subdrains

connected to a positive outlet, should be provided in the clear stone backfill under the

lower basement floor.

5.6 Basement Wall

There are several combinations of backfill and retained soils that could be applicable

for the basement walls of the subject structure. However, the conditions could be well-

represented by assuming the retained soil consists of a material with an angle of

internal friction of 30 degrees and a dry unit weight of 20 kN/m3. It is expected that a

portion of the basement walls are to be poured against a composite drainage blanket,

which will be placed against the exposed bedrock face. A nominal coefficient of at-rest

earth pressure of 0.05 is recommended in conjunction with a dry unit weight of

23.5 kN/m3 (effective unit weight of 15.5 kN/m3) for walls poured against a bedrock face.

A seismic earth pressure component will not be applicable for the foundation wall, which

is to be poured against the bedrock face. It is expected that the seismic earth pressure

will be transferred to the underground floor slabs, which should be designed to

accommodate these pressures. A hydrostatic groundwater pressure should be added

for the portion below the groundwater level.

Undrained conditions are anticipated (i.e. below the groundwater level). Therefore, the

applicable effective unit weight of the retained soil should be 13 kN/m3, where

applicable. A hydrostatic pressure should be added to the total static earth pressure

when calculating the effective unit weight.




Two distinct conditions, static and seismic, should be reviewed for design calculations.

The parameters for design calculations for the two conditions are presented below.

Static Conditions

The static horizontal earth pressure (po) could be calculated with a triangular earth

pressure distribution equal to Ko·ã·H where:

Ko = at-rest earth pressure coefficient of the applicable retained soil, 0.5

ã = unit weight of fill of the applicable retained soil (kN/m3)

H = height of the wall (m)

An additional pressure with a magnitude equal to Ko·q and acting on the entire height

of the wall should be added to the above diagram for any surcharge loading, q (kPa),

that may be placed at ground surface adjacent to the wall. The surcharge pressure will

only be applicable for static analyses and should not be used in conjunction with the

seismic loading case.

Actual earth pressures could be higher than the “at-rest” case if care is not exercised

during the compaction of the backfill materials to maintain a minimum separation of

0.3 m from the walls with the compaction equipment.

Seismic Conditions

The total seismic force (PAE) includes both the earth force component (Po) and the

seismic component ()PAE).

The seismic earth force (ÄPAE) could be calculated using 0.375·ac·ã·H2/g where:

ac = (1.45-amax/g)amax

ã = unit weight of fill of the applicable retained soil (kN/m3)

H = height of the wall (m)

g = gravity, 9.81 m/s2

The peak ground acceleration, (amax), for the Ottawa area is 0.32g according to

OBC 2012. The vertical seismic coefficient is assumed to be zero.

The earth force component (Po) under seismic conditions could be calculated using

Po = 0.5 Ko ã H2, where Ko = 0.5 for the soil conditions presented above.




The total earth force (PAE) is considered to act at a height, h (m), from the base of the

wall, where:

h = {Po·(H/3)+ÄPAE·(0.6·H)}/PAE

The earth forces calculated are unfactored. For the ULS case, the earth loads should

be factored as live loads, as per OBC 2012.

5.7 Pavement Structure

The recommended pavement structures for the subject site are shown in Tables 2

and 3.

Table 2 - Recommended Pavement Structure - Car Only Parking Areas

Thickness (mm) Material Description

50 Wear Course - HL-3 or Superpave 12.5 Asphaltic Concrete

150 BASE - OPSS Granular A Crushed Stone

300 SUBBASE - OPSS Granular B Type II

SUBGRADE - In situ soil, or OPSS Granular B Type I or II material

placed over in situ soil

Table 3 - Recommended Pavement Structure

Access Lanes and Heavy Truck Parking Areas

Thickness (mm) Material Description

40 Wear Course - HL-3 or Superpave 12.5 Asphaltic Concrete

50 Binder Course - HL-8 or Superpave 19.0 Asphaltic Concrete

150 BASE - OPSS Granular A Crushed Stone

450 SUBBASE - OPSS Granular B Type II

SUBGRADE - In situ soil, or OPSS Granular B Type I or II material

placed over in situ soil

Minimum Performance Graded (PG) 58-34 asphalt cement should be used for this

project.




If soft spots develop in the subgrade during compaction or due to construction traffic,

the affected areas should be sub-excavated and replaced with OPSS Granular B

Type II material.

The pavement granular base and subbase should be placed in maximum 300 mm thick

lifts and compacted to a minimum of 98% of the SPMDD with suitable vibratory

equipment.




6.0 Design and Construction Precautions

6.1 Foundation Drainage and Backfill

Foundation Drainage

It is recommended that a perimeter foundation drainage system be provided for the

proposed structure. Backfill against the exterior sides of the foundation walls should

consist of free-draining non frost susceptible granular materials. The greater part of the

site excavated materials will be frost susceptible and, as such, are not recommended

for re-use as backfill against the foundation walls, unless used in conjunction with a

drainage geocomposite, such as Miradrain G100N or Delta Drain 6000, connected to

the perimeter foundation drainage system. Imported granular materials, such as clean

sand or OPSS Granular B Type I granular material, should otherwise be used for this

purpose.

It is recommended that the composite drainage system (such as Miradrain G100N,

Delta Drain 6000 or equivalent) extend down to the footing level. If there is no room to

complete exterior backfill, such as if the foundation wall is to be constructed directly

against a temporary shoring system, it is recommended that 150 mm diameter sleeves

at 3 m centres be cast in the footing or at the foundation wall/footing interface to allow

the infiltration of water to flow to the interior perimeter drainage pipe. The perimeter

drainage pipe and underfloor drainage system should direct water to sump pit(s) within

the lower basement area.

Underfloor Drainage

Underfloor drainage may be required to control water infiltration for the lower basement

area. For preliminary design purposes, we recommend that 150 mm diameter

perforated PVC pipes be placed at every bay opening. The spacing of the underfloor

drainage system should be confirmed at the time of completing the excavation when

water infiltration can be better assessed.




6.2 Protection of Footings Against Frost Action

Perimeter footings of heated structures are recommended to be protected against the

deleterious effects of frost action. A minimum of 1.5 m of soil cover alone, or a

combination of soil cover and foundation insulation should be provided.

Exterior unheated footings, such as those for isolated exterior piers, are more prone to

deleterious movement associated with frost action than the exterior walls of the

structure proper and require additional protection, such as soil cover of 2.1 m or a

combination of soil cover and foundation insulation.

The parking garage should not require protection against frost action due to the

founding depth. Unheated structures, such as the access ramp, may be required to

insulate against the deleterious effect of frost action. A minimum of 2.1 m of soil cover

alone, or a minimum of 0.6 m of soil cover, in conjunction with foundation insulation,

should be provided.

6.3 Excavation

Temporary Side Slopes

The excavation side slopes above the groundwater level extending to a maximum depth

of 3 m should be cut back at 1H:1V or flatter. The flatter slope is required for

excavation below groundwater level. The subsurface soil is considered to be mainly a

Type 2 and 3 soil according to the Occupational Health and Safety Act and Regulations

for Construction Projects. Excavated soil should not be stockpiled directly at the top of

excavations and heavy equipment should maintain safe working distance from the

excavation sides.

Slopes in excess of 3 m in height should be periodically inspected by the geotechnical

consultant in order to detect if the slopes are exhibiting signs of distress.

Excavation side slopes in sound bedrock could be completed with almost vertical side

walls. Where bedrock is of lower quality, the excavation face should be free of any

loose rock. An area specific review should be completed by the geotechnical consultant

at the time of construction to determine if rock bolting or other remedial measures are

required to provide a safe excavation face for areas where low quality bedrock is

encountered. A minimum of 1 m horizontal bench, should remain between the bottom

of the overburden and the top of the bedrock surface to provide an area for potential

sloughing or a stable base for the overburden shoring system.




Temporary Shoring

Temporary shoring may be required for the overburden soil to complete the required

excavations where insufficient room is available for open cut methods. The shoring

requirements will depend on the depth of the excavation, the proximity of the adjacent

buildings and underground structures and the elevation of the adjacent building

foundations and underground services.

The design and approval of the shoring system will be the responsibility of the shoring

contractor and the shoring designer hired by the shoring contractor. It is the

responsibility of the shoring contractor to ensure that the temporary shoring is in

compliance with safety requirements, designed to avoid any damage to adjacent

structures and include dewatering control measures. In the event that subsurface

conditions differ from the approved design during the actual installation, it is the

responsibility of the shoring contractor to commission the required experts to re-assess

the design and implement the required changes. Furthermore, the design of the

temporary shoring system should take into consideration, a full hydrostatic condition

which can occur during significant precipitation events.

The temporary system could consist of soldier pile and lagging system or interlocking

steel sheet piling. Any additional loading due to street traffic, construction equipment,

adjacent structures and facilities, etc., should be included to the earth pressures

described below. These systems could be cantilevered, anchored or braced.

Generally, the shoring systems should be provided with tie-back rock anchors to ensure

the stability. The shoring system is recommended to be adequately supported to resist

toe failure, if required, by means of rock bolts or extending the piles into the bedrock

through pre-augered holes if a soldier pile and lagging system is the preferred method.

The earth pressures acting on the shoring system may be calculated with the following

parameters.

Table 4 - Soil Parameters

Parameters Values

Active Earth Pressure Coefficient (Ka) 0.33

Passive Earth Pressure Coefficient (Kp) 3

At-Rest Earth Pressure Coefficient (Ko) 0.5

Dry Unit Weight (ã), kN/m3 20

Effective Unit Weight (ã), kN/m3 13




The active earth pressure should be calculated where wall movements are permissible

while the at-rest pressure should be calculated if no movement is permissible. The dry

unit weight should be calculated above the groundwater level while the effective unit

weight should be calculated below the groundwater level.

The hydrostatic groundwater pressure should be included to the earth pressure

distribution wherever the effective unit weight are calculated for earth pressures. If the

groundwater level is lowered, the dry unit weight for the soil/bedrock should be

calculated full weight, with no hydrostatic groundwater pressure component.

For design purposes, the minimum factor of safety of 1.5 should be calculated.

6.4 Pipe Bedding and Backfill

A minimum of 300 mm of OPSS Granular A should be placed for bedding for sewer or

water pipes when placed on bedrock subgrade. The bedding should extend to the

spring line of the pipe. Cover material, from the spring line to a minimum of 300 mm

above the pipe obvert should consist of OPSS Granular A (concrete or PSM PVC pipes)

or sand (concrete pipe). The bedding and cover materials should be placed in

maximum 225 mm thick lifts compacted to a minimum of 95% of the SPMDD.

Where hard surface areas are considered above the trench backfill, the trench backfill

material within the frost zone (about 1.8 m below finished grade) should match the soils

exposed at the trench walls to reduce the potential differential frost heaving. The trench

backfill should be placed in maximum 300 mm thick loose lifts and compacted to a

minimum of 95% of the SPMDD.

6.5 Groundwater Control

Groundwater Control for Building Construction

The contractor should be prepared to direct water away from all bearing surfaces and

subgrades, regardless of the source, to prevent disturbance to the founding medium.




Infiltration levels are anticipated to be low through the excavation face. The

groundwater infiltration will be controllable with open sumps and pumps. It is expected

that an EASR permit would be sufficient for the proposed building excavation program.

For typical ground or surface water volumes, being pumped during the construction

phase, between 50,000 to 400,000 L/day, it is required to register on the Environmental

Activity and Sector Registry (EASR). A minimum of two to four weeks should be

allotted for completion of the EASR registration and the Water Taking and Discharge

Plan to be prepared by a Qualified Person as stipulated under O.Reg. 63/16. If a

project qualifies for a PTTW based upon anticipated conditions, an EASR will not be

allowed as a temporary dewatering measure while awaiting the MOECC review of the

PTTW application.

Long-term Groundwater Control

Any groundwater encountered along the building’s perimeter or sub-slab drainage

system will be directed to the proposed building’s sump pit. It is expected that

groundwater flow will be low (i.e.- less than 25,000 L/day) with peak periods noted after

rain events. A more accurate estimate can be provided at the time of construction,

once groundwater infiltration levels are observed. It is anticipated that the groundwater

flow will be controllable using conventional open sumps.

Impacts on Neighbouring Structures

Based on our observations, a local groundwater lowering is anticipated under short-

term conditions due to construction of the proposed building. It should be noted that

the extent of any significant groundwater lowering will take place within a limited range

of the subject site due to the minimal temporary groundwater lowering.

The neighbouring structures are expected to be founded within native glacial till and/or

directly over a bedrock bearing surface. No issues are expected with respect to

groundwater lowering that would cause long term damage to adjacent structures

surrounding the proposed building.




6.6 Winter Construction

Precautions must be taken if winter construction is considered for this project.

Where excavations are completed in proximity of existing structures which may be

adversely affected due to the freezing conditions. In particular, where a shoring system

is constructed, the soil behind the shoring system will be subjected to freezing

conditions and could result in heaving of the structure(s) placed within or above frozen

soil. Provisions should be made in the contract document to protect the walls of the

excavations from freezing, if applicable.

In the event of construction during below zero temperatures, the founding stratum

should be protected from freezing temperatures by the installation of straw, propane

heaters and tarpaulins or other suitable means. The base of the excavations should

be insulated from sub-zero temperatures immediately upon exposure and until such

time as heat is adequately supplied to the building and the footings are protected with

sufficient soil cover to prevent freezing at founding level.

Trench excavations and pavement construction are difficult activities to complete during

freezing conditions without introducing frost in the subgrade or in the excavation walls

and bottoms. Precautions should be considered if such activities are to be completed

during freezing conditions. Additional information could be provided, if required.

6.7 Corrosion Potential and Sulphate

The results of analytical testing show that the sulphate content is less than 0.1%. This

result is indicative that Type 10 Portland cement (normal cement) would be appropriate

for this site. The chloride content and the pH of the samples indicate that they are not

significant factors in creating a corrosive environment for exposed ferrous metals at this

site, whereas the resistivity is indicative of a slightly aggressive corrosive environment.

6.8 Landscaping Considerations

The proposed multi-storey building is located in a moderate sensitivity area with respect

to tree plantings over a silty clay deposit. However, the foundation for the proposed

multi-storey building will be located well below any tree roots, which could negatively

impact the building foundation. No tree setback is required for the proposed building.




It is recommended that trees placed within 6 m of any settlement sensitive structures

with shallow foundations should consist of low water demand trees with shallow root

systems that extend less than 1.5 m below ground surface. Trees placed greater than

6 m from the foundation wall may consist of typical street trees, which are typically

moderate water demand species with roots extending to a maximum depth of 2 m

below ground surface.

It is well documented in the literature, and is our experience, that fast-growing trees

located near buildings founded on cohesive soils that shrink on drying can result in

long-term differential settlements of the structures. Tree varieties that have the most

pronounced effect on foundations are seen to consist of poplars, willows and some

maples (e.g. Manitoba Maples) and, as such, they should not be considered in the

landscaping design.




7.0 Recommendations

A materials testing and observation services program is a requirement for the provided

foundation design data to be applicable. The following aspects of the program should

be performed by the geotechnical consultant:

� Review of the geotechnical aspects of the excavation contractor’s shoring

design, prior to construction.

� Review the bedrock stabilization and excavation requirements.

� Observation of all bearing surfaces prior to the placement of concrete.

� Sampling and testing of the concrete and fill materials used.

� Periodic observation of the condition of unsupported excavation side slopes in

excess of 3 m in height, if applicable.

� Observation of all subgrades prior to backfilling.

� Field density tests to determine the level of compaction achieved.

� Sampling and testing of the bituminous concrete including mix design reviews.

A report confirming that these works have been conducted in general accordance with

our recommendations could be issued, upon request, following the completion of a

satisfactory materials testing and observation program by the geotechnical consultant.




8.0 Statement of Limitations

The recommendations provided in this report are in accordance with our present

understanding of the project.

A geotechnical investigation is a limited sampling of a site. The recommendations are

based on information gathered at the specific test locations and can only be

extrapolated to an undefined limited area around the test locations. Should any

conditions at the site be encountered which differ from those at the test locations,

Paterson requests notification immediately in order to permit reassessment of the

recommendations.

The present report applies only to the project described in this document. Use of this

report for purposes other than those described herein or by person(s) other than

Canadian Rental Development Services Inc, or their agent(s) is not authorized without

review by Paterson Group for the applicability of our recommendations to the altered

use of the report.

Paterson Group Inc.

July 28, 2017

Richard Groniger, C. Tech. David J. Gilbert, P.Eng.

Report Distribution:

� Canadian Rental Development Services Inc. (3 copies)

� Paterson Group (1 copy)


APPENDIX 1

SOIL PROFILE AND TEST DATA SHEETS

SYMBOLS AND TERMS

BOREHOLE LOGS BY OTHERS

ANALYTICAL TESTING RESULTS

HOLE NO.

ELEV.

%

Shear Strength (kPa)

TYPE

SOIL PROFILE AND TEST DATA

(m)

0

1

2

PG4007

N VALUE

GROUND SURFACE

7

SOIL DESCRIPTION

Ground surface elevations provided by Fairhall, Moffatt & Woodland Ltd.

or RQD

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

SSNUMBER

End of Borehole

Practical refusal to augering at 2.06mdepth

(Piezometer dry - Jan. 5, 2017)

GLACIAL TILL: Very dense, brownsilty sand with clay and gravel

0.25TOPSOIL

1.50SS

2

1

40

100

50+

Very stiff, brown SILTY CLAY, somesand

- some gravel by 0.8m depth2.06

20 40 60 80

Engineers

REMARKS

RECOVERY

FILE NO.

97.70

96.70

95.70

December 14, 2016

Consulting

Co

nstr

uctio

nP

iezo

me

ter

DATUM

(m)

Geotechnical Investigation

Undisturbed

Pen. Resist. Blows/0.3m

CME 55 Power Auger BH 1-16

Remoulded

Proposed Multi-Storey Building - 1136 Maritime Way

BORINGS BY

50 mm Dia. Cone

Ottawa, Ontario

Water Content %

STRATA PLOT

DEPTH

patersongroup

SAMPLE

DATE

20 40 60 80 100

TYPE

N VALUE

%

ELEV.


DATE


or RQD


SOIL DESCRIPTION

96.73

95.73

94.73

93.73

92.73

91.73

90.73

89.73

88.73

87.73

86.7350+

December 13, 2016

GROUND SURFACE

1SS

TOPSOIL

Inferred very stiff, brown SILTYCLAY, some sand

Inferred GLACIAL TILL: Compact todense, brown to grey silty sand tosandy silt with clay, gravel andcobbles

Weathered metamorphicBEDROCK

End of Borehole

Practical refusal to augering at10.29m depth

0.25

3.05


0

1

2

3

4

5

6

7

8

9

10

NUMBER

HOLE NO.

9.45

10.29

(m)


20 40 60 80 100


PG4007FILE NO.

Engineers

20 40 60 80

DATUM

Consulting

Co

nstr

uctio

nP

iezo

me

ter

REMARKS

(m)

RECOVERY

Undisturbed



STRATA PLOT

Ottawa, Ontario

BORINGS BY

50 mm Dia. ConeDEPTH

patersongroup

Remoulded

SAMPLE

Water Content %

121

121

121

(m)ELEV.

%

N VALUE

TYPE

GROUND SURFACE

121

4

0

1

2

3

4

5

6

7

8

9

NUMBER

HOLE NO.

67

7

6

5

4

3

2

1

58

G

50

100

75

50+

26

3

4

3

91

GLACIAL TILL: Loose to dense,grey silty sand to sandy silt with clay,gravel, cobbles and boulders

9.91

5.18

0.60

SS

End of Borehole


SS- grey by 4.3m depth

Very stiff to stiff, brown SILTYCLAY, some sand

TOPSOIL

SS

SS

SS

SS


RECOVERY

patersongroup

BH 3-16CME 55 Power Auger


Shear Strength (kPa)Undisturbed

SAMPLE

Consulting

(m)

DATUM

20 40 60 80

Engineers

FILE NO.

REMARKS

Proposed Multi-Storey Building - 1136 Maritime WayGeotechnical Investigation

Remoulded


December 14, 2016

PG4007

96.45

95.45

94.45

93.45

92.45

91.45

90.45

89.45

88.45

87.45

or RQD


SOIL DESCRIPTION

BORINGS BY

Pie

zo

me

ter

Co

nstr

uctio

n

Ottawa, Ontario

DATE

20 40 60 80 100

STRATA PLOT

DEPTH50 mm Dia. Cone

Water Content %

Water Content %

1AU

TOPSOIL

GLACIAL TILL: Loose, brown siltysand to sandy silt with clay, graveland cobbles

End of Borehole


0.150.61

HOLE NO.

NUMBER

0


GROUND SURFACE


TYPE

N VALUE

%

ELEV.

Shear Strength (kPa)20 40 60 80 100

DATE

or RQD


SOIL DESCRIPTION

99.81

PG4007

December 14, 2016


FILE NO.

Engineers

20 40 60 80

DATUM

(m)

RECOVERY



Undisturbed

Consulting

(m)

Pie

zo

me

ter

Co

nstr

uctio

n

REMARKS

DEPTH

Ottawa, Ontario

BORINGS BY

STRATA PLOT


SAMPLE

patersongroup

Remoulded

50 mm Dia. Cone

SOIL DESCRIPTION



or RQD

%

98.18

97.18

96.18

PG4007

December 15, 2016DATE

20 40 60 80 100

1

Water Content %

GROUND SURFACE


AU


GLACIAL TILL: Loose, brown siltysand to sandy silt, some gravel

End of Borehole


1.52

2.31

ELEV.

HOLE NO.

NUMBER

0

1

2

(m)


TYPE

N VALUE

Engineers

20 40 60 80

DATUM

REMARKS

50 mm Dia. Cone




Undisturbed

Consulting

(m)

Pie

zo

me

ter

Co

nstr

uctio

n

RECOVERY

SAMPLEDEPTH

STRATA PLOT

Ottawa, Ontario

BORINGS BY

FILE NO.


Remoulded

patersongroup

HOLE NO.

TYPE


ELEV.

GROUND SURFACE

37

1.22


(m)

0

1

2

3

4

5

6

7

8

NUMBER

%

0

4

3

2

1

100

67

67

42

7

17

50

30

16

10

19

22

58

TOPSOIL 0.30

End of Borehole


(GWL @ 4.24m - Jan. 5, 2017)

- grey by 7.2m depth

5


6

SS

SS

SS

SS

SS

SS

SS

8.89

GLACIAL TILL: Dense to compact,brown silty sand to sandy silt withclay, gravel, trace cobbles andboulders

patersongroup

DATUM

REMARKS

RECOVERY

Consulting



20 40 60 80N VALUE

Engineers

FILE NO.


Remoulded

BORINGS BY

96.96

95.96

94.96

93.96

92.96

91.96

90.96

89.96

88.96

20 40 60 80 100

DATE December 15, 2016

PG4007

Undisturbed

SOIL DESCRIPTION


or RQD


(m)

Ottawa, Ontario

Water Content %

Co

nstr

uctio

n

STRATA PLOT

DEPTH50 mm Dia. Cone

SAMPLE

Pie

zo

me

ter

or RQD

TOPSOIL

Inferred very stiff to stiff, brownSILTY CLAY, some sand

Inferred GLACIAL TILL: Compact,brown silty sand to sandy silt withclay, gravel, trace cobbles

End of Borehole


(Piezometer dry - Jan. 5, 2017)

0.46

1.50

4.17

GROUND SURFACE



SOIL DESCRIPTION

97.87

96.87

95.87

94.87

93.87

PG4007

December 15, 2016

20 40 60 80 100

(m)

HOLE NO.

NUMBER


TYPE

N VALUE

%

ELEV.


0

1

2

3

4


DATE


FILE NO.

Engineers

20 40 60 80

DATUM

Water Content %

Consulting

Co

nstr

uctio

nP

iezo

me

ter

REMARKS

(m)

RECOVERY

Undisturbed




STRATA PLOT

Ottawa, Ontario

BORINGS BY

Remoulded

patersongroup

SAMPLE

121

10


(m)

0

1

2

3

4

5

6

7

8

9

10

11

12

13

NUMBER

HOLE NO.

121

GROUND SURFACE

58

7

6

5

4

3

2

1

70

86

SS

75

100

100

48

42

50+

18

5

14

67

TOPSOIL

13.62

5.18

0.30

End of Borehole

Practical refusal to augering at13.62m depth

(GWL @ 4.25m - Jan. 5, 2017)

GLACIAL TILL: Compact to dense,grey silty sand to sandy silt with clay,gravel, cobbles and boulders

8


9SS

SS

SS

SS

SS

SS

G

G

- grey by 4.4m depth

BORINGS BY

Engineers

20 40 60 80

DATUM

Ottawa, Ontario

Undisturbed

REMARKS

SAMPLE

RECOVERY



FILE NO.


patersongroupConsulting

Remoulded

95.41

94.41

93.41

92.41

91.41

90.41

89.41

88.41

87.41

86.41

85.41

84.41

83.41

82.41

SOIL DESCRIPTION


or RQD



ELEV.

%

N VALUE

TYPE

STRATA PLOT

(m)DEPTH

Pie

zo

me

ter

Water Content %

Co

nstr

uctio

n

20 40 60 80 100

DATE December 14, 2016

PG4007

50 mm Dia. Cone

STRATA PLOT

GLACIAL TILL: Loose to compact,grey silty sand to sandy silt with clay,gravel, cobbles and boulders

DEPTH

9.75

3.96

0.20

BORINGS BY

Ottawa, Ontario

20 40 60 80 100

December 13, 2016

GROUND SURFACE

Water Content %

50 mm Dia. Cone

Very stiff to stiff, brown SILTYCLAYwith sand

DATE

67

100

50+

24

24

17

8

6

End of Borehole


(GWL @ 3.74m - Jan. 5, 2017)

58

patersongroup

SAMPLE

6

7

TOPSOIL

SS

SS

SS

SS

SS

SS

G

67

8

0

6

5

4

3

2

1

100

67

SS

FILE NO.


PG4007

Remoulded

94.79

93.79

92.79

91.79

90.79

89.79

88.79

87.79

86.79

85.79

SOIL DESCRIPTION


CME 55 Power Auger

Co

nstr

uctio

nP

iezo

me

ter(m)

Consulting


BH 9-16

RECOVERY

REMARKS

DATUM

20 40 60 80

Engineers


Undisturbed

102

HOLE NO.

NUMBER

102


ELEV.

or RQD

%

N VALUE

TYPE


(m)

0

1

2

3

4

5

6

7

8

9


GROUND SURFACE

TYPE

N VALUE

%

ELEV.



or RQD


SOIL DESCRIPTION

94.13

93.13

92.13

91.13

90.13

89.13

88.13

87.13

86.13

85.13

PG4007

December 13, 2016

0.25

DATE

6.00

9.35

TOPSOIL

Inferred very stiff to stiff, brownSILTY CLAY with sand

Inferred GLACIAL TILL: Compact,grey silty sand to sandy silt with clay,gravel, cobbles and boulders

20 40 60 80 100

HOLE NO.

NUMBER

0

1

2

3

4

5

6

7

8

9

(m)

End of Borehole


(GWL @ 4.63m - Jan. 5, 2017)

FILE NO.

Engineers

20 40 60 80

DATUM

RECOVERY


BH10-16CME 55 Power Auger


Undisturbed

Consulting

(m)

Pie

zo

me

ter

Co

nstr

uctio

n

REMARKS

BORINGS BY

Water Content %


STRATA PLOT


Remoulded

Ottawa, Ontario

patersongroup

SAMPLE

SYMBOLS AND TERMS

SOIL DESCRIPTION Behavioural properties, such as structure and strength, take precedence over particle gradation in

describing soils. Terminology describing soil structure are as follows:

Desiccated - having visible signs of weathering by oxidation of clay

minerals, shrinkage cracks, etc.

Fissured - having cracks, and hence a blocky structure.

Varved - composed of regular alternating layers of silt and clay.

Stratified - composed of alternating layers of different soil types, e.g. silt

and sand or silt and clay.

Well-Graded - Having wide range in grain sizes and substantial amounts of

all intermediate particle sizes (see Grain Size Distribution).

Uniformly-Graded - Predominantly of one grain size (see Grain Size Distribution).

The standard terminology to describe the strength of cohesionless soils is the relative density, usually

inferred from the results of the Standard Penetration Test (SPT) ‘N’ value. The SPT N value is the

number of blows of a 63.5 kg hammer, falling 760 mm, required to drive a 51 mm O.D. split spoon

sampler 300 mm into the soil after an initial penetration of 150 mm.

Relative Density ‘N’ Value Relative Density %

Very Loose <4 <15

Loose 4-10 15-35

Compact 10-30 35-65

Dense 30-50 65-85

Very Dense >50 >85

The standard terminology to describe the strength of cohesive soils is the consistency, which is based on

the undisturbed undrained shear strength as measured by the in situ or laboratory vane tests,

penetrometer tests, unconfined compression tests, or occasionally by Standard Penetration Tests.

Consistency Undrained Shear Strength (kPa) ‘N’ Value

Very Soft <12 <2

Soft 12-25 2-4

Firm 25-50 4-8

Stiff

Very Stiff

50-100

100-200

8-15

15-30

Hard >200 >30

SYMBOLS AND TERMS (continued)

SOIL DESCRIPTION (continued) Cohesive soils can also be classified according to their “sensitivity”. The sensitivity is the ratio between

the undisturbed undrained shear strength and the remoulded undrained shear strength of the soil.

Terminology used for describing soil strata based upon texture, or the proportion of individual particle

sizes present is provided on the Textural Soil Classification Chart at the end of this information package.

ROCK DESCRIPTION The structural description of the bedrock mass is based on the Rock Quality Designation (RQD).

The RQD classification is based on a modified core recovery percentage in which all pieces of sound core

over 100 mm long are counted as recovery. The smaller pieces are considered to be a result of closely-

spaced discontinuities (resulting from shearing, jointing, faulting, or weathering) in the rock mass and are

not counted. RQD is ideally determined from NXL size core. However, it can be used on smaller core

sizes, such as BX, if the bulk of the fractures caused by drilling stresses (called “mechanical breaks”) are

easily distinguishable from the normal in situ fractures.

RQD % ROCK QUALITY

90-100 Excellent, intact, very sound

75-90 Good, massive, moderately jointed or sound

50-75 Fair, blocky and seamy, fractured

25-50 Poor, shattered and very seamy or blocky, severely fractured

0-25 Very poor, crushed, very severely fractured

SAMPLE TYPES

SS - Split spoon sample (obtained in conjunction with the performing of the Standard

Penetration Test (SPT))

TW - Thin wall tube or Shelby tube

PS - Piston sample

AU - Auger sample or bulk sample

WS - Wash sample

RC - Rock core sample (Core bit size AXT, BXL, etc.). Rock core samples are

obtained with the use of standard diamond drilling bits.

SYMBOLS AND TERMS (continued)

GRAIN SIZE DISTRIBUTION

MC% - Natural moisture content or water content of sample, %

LL - Liquid Limit, % (water content above which soil behaves as a liquid)

PL - Plastic limit, % (water content above which soil behaves plastically)

PI - Plasticity index, % (difference between LL and PL)

Dxx - Grain size which xx% of the soil, by weight, is of finer grain sizes

These grain size descriptions are not used below 0.075 mm grain size

D10 - Grain size at which 10% of the soil is finer (effective grain size)

D60 - Grain size at which 60% of the soil is finer

Cc - Concavity coefficient = (D30)2 / (D10 x D60)

Cu - Uniformity coefficient = D60 / D10

Cc and Cu are used to assess the grading of sands and gravels:

Well-graded gravels have: 1 < Cc < 3 and Cu > 4

Well-graded sands have: 1 < Cc < 3 and Cu > 6

Sands and gravels not meeting the above requirements are poorly-graded or uniformly-graded.

Cc and Cu are not applicable for the description of soils with more than 10% silt and clay

(more than 10% finer than 0.075 mm or the #200 sieve)

CONSOLIDATION TEST

p’o - Present effective overburden pressure at sample depth

p’c - Preconsolidation pressure of (maximum past pressure on) sample

Ccr - Recompression index (in effect at pressures below p’c)

Cc - Compression index (in effect at pressures above p’c)

OC Ratio Overconsolidaton ratio = p’c / p’o

Void Ratio Initial sample void ratio = volume of voids / volume of solids

Wo - Initial water content (at start of consolidation test)

PERMEABILITY TEST

k - Coefficient of permeability or hydraulic conductivity is a measure of the ability of

water to flow through the sample. The value of k is measured at a specified unit

weight for (remoulded) cohesionless soil samples, because its value will vary

with the unit weight or density of the sample during the test.

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:

Driller: Drilling Method:Drilling Equipment:

Easting: Northing:

Site Datum:

Groundsurface Elevation: Top of Riser Elev.:

Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200

SPT N Value(Blows/0.3 m)

20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75

Water Level(Standpipe or

Open Borehole)

SUBSURFACE PROFILE SAMPLE DATA

BH1

May 16, 2016

150903

Lepine Corporation

Residential Highrise Building

1136 Maritime Way, Kanata ON

BJ

George Downing Estate Drilling HSATrack Mount CME 55

Ground Surface

TOPSOIL- About 150 mm thick.

FILL sand-silt, trace organics, rootlets, occasional gravel sized stone, very moist.

SILTY CLAY to CLAYEY SILT- grey, wet, very stiff.

-pockets of occasional fine sand below about 1.8 m.

becomes firm below about 2.6 m.

SILTY SAND TILL to SAND TILL- trace gravel, dark grey, moist, loose.

-becomes dense below about 6.0 m.

95.910.00

95.310.60

91.714.20

1

2

3

4

5

6

6

20

17

6

5

5

29

83

100

100

100

67

6

20

17

6

5

5

23

28

34

50

28

11

4.6

0 m

bgs o

n c

om

ple

tion o

f drilli

ng.

3.1

5 m

bgs 2

hours

aft

er

drilli

ng.

429607 5018431

Top of Manhole lid at Maritime Way and Canadian Shield Ave (97.800).

95.914 N/A

200 mm

0.15

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH1

May 16, 2016

150903

Lepine Corporation



BJ


End of Borehole

87.518.40

7

8

9

31

43

50+

33

39

31

48

50 blows for 3 cm of sampler penetration

16

17

429607 5018431


95.914 N/A

200 mm

NOTES: End of borehole at 8.4 m bgs.Cave-in at 7.0 m bgs.Water at 4.60 m bgs on completion of drilling.Water at 3.15 m bgs 2 hours after drilling.Auger refusal at 8.37 m.50 blows for 3 cm of sampler penetration in first 15 cm, with no sample in spoon.

-colour changes to brownish grey with reddish blend below about 7.1 m.

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH2

May 16, 2016

150903

Lepine Corporation


1136 Martime Way, Kanata ON

BJ


Ground Surface


FILL- sand-silt trace organics, rootlets, moist.

SILTY CLAY- grey, wet, very stiff.

-occasional sand seams and becomes stiff below about 1.8 m.

-becomes firm below about 3.4 m.

SILT AND SAND TILL- trace clay, trace gravel, dark grey, moist, loose.

-becomes compact below about 5.3 m.

95.510.00

94.910.60

91.214.30

1

2

3

4

5

6

7

9

16

14

6

4

6

27

67

83

100

100

100

100

9

16

14

6

4

6

14

33

39

43

60

11

66

429609 5018417


95.51 N/A

200 mm

0.20

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH2

May 16, 2016

150903

Lepine Corporation



BJ


SAND- medium to coarse grained, trace gravel, grey, moist, very dense.

SILT AND SAND TILL- trace clay, trace gravel, dark grey, moist, compact.

85.619.90

84.1111.40

7

8

9

10

27

19

62

90

33

100

100

27

19

62

90

16

13

11

12

429609 5018417


95.51 N/A

200 mm

-more gravelly and becomes very dense below about 8.4 m.

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

40

41

13

42

14

43

15

44

16

45

17

46

47

48

49

50

51

52

53

54

55

56

57

58

59

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH2

May 16, 2016

150903

Lepine Corporation



BJ


End of Borehole

81.7613.75

11

12

16

50+

77 16


14

429609 5018417


95.51 N/A

200 mm

NOTES: End of borehole at 13.75 m bgs.Cave-in at 9.5 m bgs.Auger refusal at 13.71 m.50 blows for 4 cm of sampler penetration in first 15 cm, with no sample in spoon.

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH3

May 17, 2016

150903

Lepine Corporation



BJ


Ground Surface


FILL- sand-silt-clay, trace organics, rootlets, wet.

SILTY CLAY- grey, wet, firm.

CLAY- trace to some silt, dark grey, wet, soft.

SILTY SAND TILL- trace gravel, grey, wet, compact.

SAND- medium to fine grained, occasional seams of coarse grained, grey, moist, loose.

94.260.00

93.660.60

91.962.30

90.463.80

88.965.30

1

2

3

4

11

7

2

18

33

100

100

83

11

7

2

18

33

50

65

8

429616 5018404


94.263 N/A

200 mm

0.20

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH3

May 17, 2016

150903

Lepine Corporation



BJ


SAND and GRAVEL- grey, moist, compact.

SILTY SAND TILL- grey, moist, dense.

End of Borehole

87.366.90

85.968.30

84.1010.16

5

6

7

8

6

29

30

50+

50

39

83

6

29

30

50 blows for no sampler penetration

14

14

13

429616 5018404


94.263 N/A

200 mm

NOTES: End of borehole at 10.16 mCave-in at 6.90 m bgs.Auger refusal at 10.16 m50 blows for no sampler penetration in first 15 cm.

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH4

May 16, 2016

150903

Lepine Corporation



BJ


Ground Surface


FILL- sand-silt, trace organics, rootlets, very moist.


-becomes stiff below about 1.8 m.

-trace fine sand and becomes firm below about 2.6 m.

SILTY SAND TILL- trace gravel, trace clay, dark grey, moist, compact.

SAND- fine to medium grained, trace silt, dark grey, moist, compact.

95.430.00

94.830.60

91.334.10

90.135.30

1

2

3

4

5

6

10

16

14

5

4

11

38

72

100

100

100

22

10

16

14

5

4

11

21

31

34

52

40

12

4.0

5 m

bgs o

n J

une 1

, 2016

429599 5018409


95.433 95.433

200 mm

0.20

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH4

May 16, 2016

150903

Lepine Corporation



BJ


SILTY SAND TILL- trace gravel, trace clay, dark grey, moist, compact.

-gravelly and becomes very dense below about 8.5 m.

88.636.80

83.6511.78

7

8

9

10

11

27

26

76

14

50+

83

89

78

0

27

26

76

14

50 blows for 5.0 cm of sampler penetration

15

11

10

429599 5018409


95.433 95.433

200 mm

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

40

41

13

42

14

43

15

44

16

45

17

46

47

48

49

50

51

52

53

54

55

56

57

58

59

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH4

May 16, 2016

150903

Lepine Corporation



BJ


BEDROCK- GNEISSfaintly to highly weathered, light to dark grey, fine to medium grained.

End of Borehole

77.5417.89

Run 1

Run 2

Run 3

Run 4

57

61

92

84

85

100

100

99

429599 5018409


95.433 95.433

200 mm

NOTES: End of borehole at 17.89 m.Auger refusal at 11.78 m.50 blows for 5 cm of sampler penetration in first 15 cm, with no sample in spoon.SCR varying from 72 - 99%

Run 1:Gneiss, metamorphic, fractured.4 Mechanical break.1 Natural break.

Run 2:Granitic gneiss, fractured.3 Mechanical breaks.

Run 3:4 Mechanical breaks.2 Natural breaks.

Run 4:6 Mechanical breaks.1 Natural break.

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH5

May 18, 2016

150903

Lepine Corporation



BJ


Ground Surface

TOPSOIL- about 100 mm thick.

FILL- sand-silt-clay, trace to some organics, rootlets, very moist.

SILTY CLAY- grey, wet, stiff.

SILTY SAND TILL- trace gravel, grey, moist, compact.

-colour changes to dark grey below about 4.1 m.

SAND- medium to coarse grained, dark grey, very moist, compact.

96.930.00

96.330.60

94.632.30

91.635.30

1

2

3

4

5

9

15

14

20

23

17

0

33

67

39

9

15

14

20

23

21

33

11

10

59

3.9

5 m

3.0

hours

aft

er

drilli

ng.

5.0

0 m

on c

om

ple

tion o

f drilli

ng.

429580 5018413


96.933 96.933

200 mm

0.10

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH5

May 18, 2016

150903

Lepine Corporation



BJ


SAND and GRAVEL- grey, wet, very dense.

End of Borehole

90.136.80

89.087.85

6

7

28

50+

28


16

10

429580 5018413


96.933 96.933

200 mm

NOTES: End of borehole at 7.85 m.Water level at 5.00 m on completion of drilling, and at 3.95 m 3 hours after drilling.Cave-in at 5.9 m bgs.Auger refusal at 7.77 m.50 blows for 8 cm of sampler penetration in first 15 cm.

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH6

May 17, 2016

150903

Lepine Corporation



BJ


Ground Surface


FILL- sand-silt-clay, clay, trace organics, rootlets, very moist.


-becomes firm below about 2.3 m.

SANDY SILT TILL- trace gravel, grey, moist, loose.

95.360.00

94.760.60

91.264.10

1

2

3

4

9

17

4

5

33

100

100

78

9

17

4

5

24

35

58

11

3.9

5 m

on c

om

ple

tion o

f drilli

ng.

3.0

0 m

2 h

ours

aft

er

drilli

ng.

429588 5018396


95.361 N/A

200 mm

0.20

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH6

May 17, 2016

150903

Lepine Corporation



BJ


SAND TILL- coarse grained, trace gravel sized stone, grey, moist, loose.

-becomes very dense below about 8.4 m.

End of Borehole

88.566.80

85.769.60

5

6

7

7

8

75

39

44

56

7

8

75

13

10

20

429588 5018396


95.361 N/A

200 mm

NOTES: End of borehole at 9.60 m.Water level at 3.95 on completion of drilling, and at 3.0 m 2 hours after drilling.Cave-in at 7.1 m bgs.Auger refusal at 9.45 m.54 blows for 15 cm of sampler penetration in first 15 cm.

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH7

May 18, 2016

150903

Lepine Corporation



BJ


Ground Surface

TOPSOIL- About 200 thick.

FILL- sand-silt-clay, trace organics, rootlets, wet.



SANDY SILT TILL- trace gravel, grey, moist, loose.

-becomes compact below about 5.3

96.400.00

95.800.60

92.304.10

1

2

3

4

10

18

9

8

33

100

100

22

10

18

9

8

25

32

41

10

429558 5018392


96.401 96.401

200 mm

0.20

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH7

May 18, 2016

150903

Lepine Corporation



BJ


SAND- medium to fine grained, dark grey, moist, very dense.

SAND and GRAVEL- grey, moist, very dense.

BEDROCK- GNEISShighly weathered, fine to coarse grained.

89.506.90

87.908.50

87.029.38

5

6

7

Run 1

Run 2

19

90

50+

7

0

67

88

37

17

19

90


10

14

10

429558 5018392


96.401 96.401

200 mm

Run 1:Fractured zone, gneiss, metamorphic, fine to medium grained.

Run 2:Fractured zone, occasional mud seams.

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

40

41

13

42

14

43

15

44

16

45

17

46

47

48

49

50

51

52

53

54

55

56

57

58

59

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH7

May 18, 2016

150903

Lepine Corporation



BJ


End of Borehole

80.8515.55

Run 3

Run 4

96

97

100

100

429558 5018392


96.401 96.401

200 mm

NOTES: End of borehole at 15.55 m.Auger refusal at 9.15 m.50 blows for 8 cm of sampler penetration after first 15 cm.SCR varying from 92 - 97% with the exception of surficial 3.0 m.

Run 3:Coarse grained metamorphic.17 Mechanical breaks.1 Natural break.

Run 4:Fractured zone, medium to coarse grained.14 Mechanical breaks.

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH8

May 19, 2016

150903

Lepine Corporation



BJ


Ground Surface


FILL- sand-silt, some black organics, wet.

SILTY CLAY- trace sand, grey, wet, stiff

SANDY SILT TILL to SAND TILL- trace clay, trace gravel, occasional seams of coarse grained sand, brownish grey, very moist to moist, compact.


97.470.00

95.971.50

94.572.90

1

2

3

4

5

6

5

12

12

15

16

31

42

.77

89

50

83

78

5

12

12

15

16

31

41

21

33

24

19

15

5.7

m o

n c

om

ple

tion o

f drilli

ng.

4.9

m 2

hours

aft

er

drilli

ng.

429557 5018413


97.468 N/A

200 mm

0.10

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH8

May 19, 2016

150903

Lepine Corporation



BJ


BEDROCK-GNEISS, weathered, metamorphic, light grey, wet, hard.

End of Borehole

89.777.70

88.608.87

7

8

9

64

41

50+

100

33

64

41


8

12

429557 5018413


97.468 N/A

200 mm

NOTES: End of borehole at 8.87 m.Water level at 5.7 m on completion of drilling and at 4.9 m 2 hours after drilling.Cave-in at 7.0 m bgs.Auger refusal at 8.84 m.50 blows for 3 cm of sampler penetration in first 15 cm.

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH9

May 18, 2016

150903

Lepine Corporation

Residential Highrise


BJ


Ground Surface


FILL- sand-silt-clay, trace to some organics, trace gravel, very moist.



-occasional sand seams, and becomes firm below about 3.4 m.

SANDY SILT TILL to SAND TILL- trace gravel, trace clay, grey, moist, compact.

-becomes more silty at 4.6 m.

-becomes loose below about 5.3 m.

96.600.0096.370.23

95.800.80

92.504.10

1

2

3

4

5

6

11

17

10

5

18

6

38

100

100

100

67

11

17

10

5

18

20

36

36

54

9

429549 5018391


96.598 N/A

200 mm

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH9

May 18, 2016

150903

Lepine Corporation

Residential Highrise


BJ


End of Borehole

87.079.53

6

7

8

6

51

71+

67

83

6

51


11

16

17

429549 5018391


96.598 N/A

200 mm

NOTES: End of borehole at 9.53 m.Cave-in at 6.5 m bgs.Auger refusal at 9.15 m.50 blows for 8 cm of sampler penetration after 30 cm.

Auger refusal

Medium to fine grained, grey, very moist, very dense below about 6.9 m.

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH10

May 19, 2016

150903

Lepine Corporation



BJ


Ground Surface


FILL- sand-silt-clay, some black organics, rootlets, very moist.

SANDY SILT TILL to SILTY SAND TILL- trace gravel, brownish grey, moist, dense.

-becomes compact below about 2.4 m.

BEDROCK- GNEISS to GRANITIC GNEISSlight to dark grey, fine to coarse grained.

98.110.00

96.611.50

94.963.15

1

2

3

4

5

Run 1

Run 2

3

14

35

28

50+

0

0

25

55

100

50

54

27

3

14

35

28


31

24

9

12

5.7

m b

gs o

n J

une 1

, 2016

429542 5018422


98.114 98.114

200 mm

Run 1:Fractured, metamorphic granitic gneiss, medium to coarse grained.

Run 2:Metamorphic, fragmented gneiss.

Auger refusal

0.10

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

20

21

7

22

8

23

9

24

10

25

11

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH10

May 19, 2016

150903

Lepine Corporation



BJ


Run 3

Run 4

Run 5

Run 6

35

35

95

92

83

93

95

100

429542 5018422


98.114 98.114

200 mm

Run 3:At 6.2 m, mud seams about 0.22 m thick, brown, fractured gneiss, amphibolite.3 Mechanical breaks.

Run 4:Gneiss, fine to medium grained.2 Mechanical breaks.

Run 5:Granitic gneiss, metamorphic, fine to medium grained, grey withreddish blend, hard.3 Mechanical breaks.1 Natural break.

Run 6:Granitic gneiss, amphibolite, fractured, medium to coarse grained.4 Mechanical breaks.2 Natural breaks.

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

40

41

13

42

14

43

15

44

16

45

17

46

47

48

49

50

51

52

53

54

55

56

57

58

59

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH10

May 19, 2016

150903

Lepine Corporation



BJ


End of Borehole

85.8112.30

429542 5018422


98.114 98.114

200 mm

NOTES: End of borehole at 12.30 m.Auger refusal at 3.05 m.50 blows for 10 cm of sampler penetration in first 15 cm.Water level at 5.7 m bgs on June 1, 2016.With the excpetion of surficial 3.0 m, the SCR varied from 35 - 100%. SCR was 0 for Run 2.

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH11

May 19, 2016

150903

Lepine Corporation



BJ


Ground Surface


FILL- sand-silt, some black organics, some gravel sized stone, wet.

SANDY SILT TILL- trace gravel, brownish grey, moist, very dense.


End of Borehole

97.130.00

96.830.30

95.631.50

92.514.62

1

2

3

4

26

52

22

50+

50

78

100

26

52

22


28

9

10

3.9

m o

n c

om

ple

tion o

f drilli

ng.

3.0

m 2

hours

aft

er

drilli

ng.

429527 5018419


97.127 N/A

200 mm

NOTES: End of borehole at 4.62 m.Water level at 3.9 m on completion, and at 3.0 m 2 hours after drilling.Cave-in at 3.96 m bgs.Auger refusal at 4.57.50 blows for 5 cm of sampler penetration in first 15 cm, with no sample in spoon

Auger refusal

Borehole Log:

Date:

Project No.:

Client:

Project:

Location:

Field Personnel:


Easting: Northing:

Site Datum:


Hole Diameter:

Dep

th

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Soil Description

Ele

v./

Dep

th(m

)

Lit

ho

log

y

Typ

e

Sam

ple

Nu

mb

er

N o

r R

QD

Reco

very

(%

)

Shear Strength(kPa)

50 100 150 200


20 40 60 80

Water Content(%)

25 50 75

Liquid Limit(%)

25 50 75


Open Borehole)


BH12

May 19, 2016

150903

Lepine Corporation

Residential Highrise Buidling


BJ


Ground Surface


FILL- sand-silt-clay, trace to some organics, rootlets, moist.

End of Borehole

98.600.00

98.300.30

97.081.52

1

2

10

50+

78 10

50 blows for no sampler penetration

9

429527 5018419


98.602 N/A

200 mm

NOTES: End of borehole at 1.52 m

Cave in at 1.2 m bgs.Auer refusal at 1.52 m.50 blows for no sampler penetration in first 15 cm, with no sample in spoon.

Auger refusal

Order #: 1624200

Project Description: 150903

Certificate of AnalysisClient:

Report Date: 15-Jun-2016

Order Date: 7-Jun-2016

Client PO: 1136 Maritime Way

LRL Associates Ltd.

Client ID: 150903: BH4 11.9m (Rock)

150903: BH7 9.6m (Rock)

150903: BH1-25-26.5'

150903: BH4 30-31.5'

Sample Date: 16-May-1616-May-1618-May-1617-May-16

1624200-01 1624200-02 1624200-03 1624200-04Sample ID:

MDL/Units Other Other Soil Soil

Physical Characteristics

% Solids 90.085.51001000.1 % by Wt.

General Inorganics

pH 8.148.019.52-0.05 pH Units

Resistivity 28.777.547.5-0.10 Ohm.m

Anions

Chloride 531340-5 ug/g dry

Sulphate 20823-865 ug/g dry

Page 3 of 7

APPENDIX 2

FIGURE 1 - KEY PLAN

SEISMIC REPORT BY OTHERS

DRAWING PG4007-1 - TEST HOLE LOCATION PLAN

FIGURE 1

KEY PLAN

SITE

canadian rental development services inc

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