pg2793-rep.01. dg mb - december 6-2012 group report pg2793 … · december 6, 2012 page 2 3.0...

GeotechnicalEngineering

EnvironmentalEngineering

Hydrogeology

GeologicalEngineering

Materials Testing

Building Science

Archaeological Studies

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

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

patersongroup

Preliminary Geotechnical InvestigationProposed Development

Highway 7Carleton Place, Ontario

Prepared For

Novatech Engineering Consultants

December 6, 2012

Report PG2793-1

paterson Preliminary Geotechnical InvestigationOttawa Kingston North Bay Proposed Development

Highway 7 - Carleton Place

Report: PG2793-1

December 6, 2012 Page i

TABLE OF CONTENTS

PAGE

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

2.0 PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

3.0 METHOD OF INVESTIGATION

3.1 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2

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

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

4.0 OBSERVATIONS

4.1 Surface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

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

4.3 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

5.0 DISCUSSION

5.1 Geotechnical Assessment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

5.2 Site Grading and Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

5.3 Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

5.4 Design for Earthquakes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

5.5 Basement Slab/Slab on Grade Construction . . . . . . . . . . . . . . . . . . . 9

5.6 Pavement Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9

6.0 DESIGN AND CONSTRUCTION PRECAUTIONS

6.1 Foundation Drainage and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

6.2 Protection of Footings Against Frost Action . . . . . . . . . . . . . . . . . . . 11

6.3 Excavation Side Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

6.4 Groundwater Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

6.5 Winter Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

7.0 RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

8.0 STATEMENT OF LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15



Report: PG2793-1

December 6, 2012 Page ii

APPENDICES

Appendix 1 Soil Profile and Test Data Sheets

Symbols and Terms

Appendix 2 Figure 1 - Key Plan

Drawing PG2793-1 - Test Hole Location Plan



Report: PG2793-1December 6, 2012 Page 1

1.0 INTRODUCTION

Paterson Group (Paterson) was commissioned by Novatech Engineering Consultants

to conduct a preliminary geotechnical investigation for the proposed development to

be located along Highway 7 and Highway 15 in the Town of Carleton Place, Ontario

(refer to Figure 1 - Key Plan in Appendix 2 of this report).

The objectives of the current investigation were to:

‘ determine the subsoil and groundwater conditions at this site by means of test

holes.

‘ to provide preliminary 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. It contains our findings and includes geotechnical

recommendations pertaining to the design and construction of the proposed

development as they are 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.

2.0 PROPOSED DEVELOPMENT

It is understood that the proposed development will be a mix of Employment/Highway

commercial and residential buildings. There is a potential of two (2) school sites and

a recreational facility within the proposed development. It is further understood that the

commercial areas will be slab-on-grade construction or shallow foundations whereas

the residential areas will be conventional townhomes and single units with some walk

outs. There is a possibility that there will be some high density residential units along

the collectors an Highway 7.




3.0 METHOD OF INVESTIGATION

3.1 Field Investigation

Field Program

The field program for the present investigation was carried out on October 22, 2012.

At that time, thirty-two (32) test pits were advanced to a maximum depth of 4.4 m. The

test pit locations were distributed in a manner to provide general coverage of the

subject site taking into consideration above ground features and below ground utilities.

The locations of the test pits are shown on Drawing PG2793-1 - Test Hole Location

Plan included in Appendix 2.

The test pits were put down using a rubber tired backhoe at selected locations. The

test pit procedure consisted of excavating to bedrock or the maximum reach of the

backhoe at the selected locations and sampling the overburden soils. All fieldwork was

conducted under the full-time supervision of Paterson personnel under the direction of

a senior engineer from the geotechnical division.

Sampling and In Situ Testing

Soil samples from the test pits were recovered from the side walls of the open

excavation and all soil samples were initially classified on site. The grab samples were

placed in sealed plastic bags. All samples were transported to our laboratory for further

examination and classification. The depths at which the grab samples were recovered

from the test pits are denoted as G on the Soil Profile and Test Data sheets presented

in Appendix 1.

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 of this report.

Groundwater

Groundwater infiltration levels were observed upon completion of the sampling

procedure at the test pit locations. Observed groundwater infiltration levels are noted

in the Soil Profile and Test Data sheets.

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 we are otherwise directed.




3.2 Field Survey

The test hole locations were selected by Paterson and surveyed by Novatech. The

ground surface elevations at the test hole locations are understood to be referenced

to a geodetic datum. The locations and ground surface elevations of the test holes are

presented on Drawing PG2793-1 - Test Hole Location Plan in Appendix 2.

3.3 Laboratory Testing

The soil samples recovered from the subject site were examined in our laboratory to

review the results of the field logging.




4.0 OBSERVATIONS

4.1 Surface Conditions

The site is predominantly undeveloped and grass covered with areas of mature trees

and brush. The east portion of the subject site is a low lying marsh area with some tree

cover. Some surface water was observed at the time of the field program.

4.2 Subsurface Profile

Generally, the soil profile at the test pit locations consists of topsoil/tilled agricultural

zone underlain by a brown silty clay layer and/or silty sand followed by shallow bedrock.

Practical refusal to excavation was encountered in the majority of the test pit locations

at depths varying between ground surface to 4.2 m. Specific details of the soil 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 where the

bedrock consists of interbedded sandstone and dolomite of the March formation with

an overburden thickness between 0 and 10 m.

4.3 Groundwater

Groundwater infiltration levels were measured in the open test holes. Our observations

at the time of excavation are presented in the Soil Profile and Test Data sheets in

Appendix 1. The majority of the test pits were noted to be dry upon completion.

Groundwater levels are subject to seasonal fluctuations. Therefore, groundwater levels

could vary at the time of construction.




5.0 DISCUSSION

5.1 Geotechnical Assessment

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

development. It is expected that the proposed buildings will be founded on

conventional shallow footings placed on an undisturbed, stiff silty clay or bedrock

bearing surface.

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

5.2 Site Grading and Preparation

Stripping Depth

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

stripped from under any buildings and other settlement sensitive structures.

Bedrock Removal

Bedrock removal can be accomplished by hoe ramming where only a small quantity of

the bedrock needs to be removed. Sound bedrock may be removed by line drilling and

controlled blasting and/or hoe ramming.

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

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

survey of the existing structures located in proximity of the blasting operations should

be carried out prior to commencing site activities. The extent of the survey should be

determined by the blasting consultant and should be sufficient to respond to any

inquiries/claims related to the blasting operations.

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

exceed 25 mm per second 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 also an experienced blasting consultant.

Excavation side slopes in sound bedrock can be carried out using almost vertical side

walls. A minimum 1 m horizontal ledge, should be left between the bottom of the

overburden excavation and the top of the bedrock surface to provide an area to allow

for potential sloughing.




Vibration Considerations

Construction operations are also the cause of 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, as much

as possible, a cooperative environment with the residents.

The following construction equipments could be the source of vibrations: piling rig, hoe

ram, compactor, dozer, crane, truck traffic, etc. The construction of the shoring system

using soldier piles or sheet piling will require the use of these equipments. Vibrations,

whether it is caused by blasting operations or by construction operations, could be the

cause of the source of detrimental vibrations on the adjoining buildings and structures.

Therefore, it is recommended that all vibrations be limited.

Two parameters are used to determine the permissible vibrations, namely, 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). It should be noted that these guidelines are for today’s

construction standards. Considering that these guidelines are above perceptible human

level and, in some cases, could be very disturbing to some people, it is recommended

that a pre-construction survey be completed to minimize the risks of claims during or

following the construction of the proposed buildings.

Fill Placement

Fill used for grading beneath the proposed buildings, unless otherwise specified, should

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

Specifications (OPSS) Granular A or Granular B Type II. The fill should be tested and

approved prior to delivery to the site. It should be placed in lifts no greater than

300 mm thick and compacted using suitable compaction equipment for the lift

thickness. Fill placed beneath the building areas should be compacted to at least 98%

of its standard Proctor maximum dry density (SPMDD).




Non-specified existing fill along with site-excavated soil can be used as general

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

materials should be spread in thin lifts and at least compacted by the tracks of the

spreading equipment to minimize voids. If these materials are to be used to build up

the subgrade level for areas to be paved, they should be compacted in thin lifts to a

minimum density of 95% of their respective SPMDD. Non-specified existing fill and site-

excavated soils are not suitable for use 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

Shallow Foundation

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

a factored bearing resistance value at ultimate limit states (ULS) of 1,500 kPa,

incorporating a geotechnical resistance factor of 0.5, and a bearing resistance value at

serviceability limit states (SLS) of 500 kPa. The settlement associated with the bearing

resistance value at SLS is expected to be negligible.

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.

Footings, up to 3 m wide, placed on an undisturbed, stiff silty clay surface can be

designed using a bearing resistance value at SLS of 100 kPa and a factored bearing

resistance value at ULS of 200 kPa. Footings designed using the bearing resistance

value at SLS given above will be subjected to potential post construction total and

differential settlements of 25 and 20 mm, respectively.

A geotechnical resistance factor of 0.5 was applied to the above noted bearing

resistance value at ULS. The bearing resistance value at SLS will be subjected to

potential post-construction total and differential settlements of 25 and 20 mm,

respectively. A permissible grade raise restriction of 2 m is recommended for proposed

buildings where footings are placed directly over a stiff silty clay subgrade.

An undisturbed soil bearing surface consists of a surface from which all topsoil and

deleterious materials, such as loose, frozen or disturbed soil, whether in situ or not,

have been removed, in the dry, prior to the placement of concrete for footings.




Where a building is founded partly on bedrock and partly on soil bearing media, it is

recommended to decrease the bearing resistance value at SLS by 25% for the footings

placed on soil bearing media to reduce the potential long term total and differential

settlements. Also, at the soil/bedrock and bedrock/soil transitions, it is recommended

that the upper 0.5 m of the bedrock be removed for a minimum length of 2 m (on the

bedrock side) and replaced with nominally compacted OPSS Granular A or Granular B

Type II material. The width of the sub-excavation should be at least the proposed

footing width plus 0.5 m. Steel reinforcement, extending at least 3 m beyond both sides

of the 2 m long transition, should be placed in the top part of the footings and

foundation walls.

The suitability of grade raises in excess of 1.5 m should be evaluated where silty clay

is encountered below the footing level. There will be essentially no grade raise

restrictions for areas of the site underlain by granular soils and/or bedrock.

Lateral Support

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

adequate lateral support. Adequate lateral support is provided to a silty clay bearing

medium when a plane extending down and out from the bottom edge of the footing, at

a minimum of 1.5H:1V. Near vertical (1H:6V) slopes can be used for unfractured

bedrock bearing media; a 1H:1V slope can be used for fractured bedrock.

5.4 Design for Earthquakes

The site class for seismic site response can be taken as Class C for foundations placed

on the bedrock surface. Reference should be made to the latest revision of the 2006

Ontario Building Code for a full discussion of the earthquake design requirements. A

higher site class, such as Class A or B may be applicable for the proposed

development. However, the higher site classes have to be confirmed by site specific

shear wave velocity testing. Soils underlying the subject site are not susceptible to

liquefaction.




5.5 Basement Slab/Slab-on-Grade Construction

With the removal of all topsoil and fill, containing deleterious materials, within the

footprint of the proposed buildings, the native soil will be considered an acceptable

subgrade surface on which to commence backfilling for floor slab construction. OPSS

Granular B Type II, with a maximum particle size of 50 mm, are recommended for

backfilling below the floor slabs. It is recommended that the upper 200 mm of sub-slab

fill consist of OPSS Granular A crushed stone material for slab on grade construction.

It is recommended that the upper 200 mm of sub-slab fill consist of 19 mm clear

crushed stone material for basement slab. All backfill material within the footprint of the

proposed buildings should be placed in maximum 300 mm thick loose layers and

compacted to at least 98% of its SPMDD.

5.6 Pavement Structure

For design purposes, the pavement structure presented in the following tables could be

used for the design of car only parking areas, truck parking areas and local roadways.

Table 1 - Recommended Pavement Structure - Car Only Parking Areas/Driveways

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 - Either in situ soils or OPSS Granular B Type I or II material placed over in situ soil

Table 2 - Recommended Pavement Structure

Local Roadways and Heavy Truck Parking Areas

Thickness



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







Table 3 - Recommended Pavement Structure - Arterial Roadways

Thickness








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 excavated and replaced with OPSS Granular B Type I or

II material.

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

lifts and compacted to a minimum of 100% of the material’s SPMDD using suitable

vibratory equipment.

Pavement Structure Drainage

Satisfactory performance of the pavement structure is largely dependent on keeping the

contact zone between the subgrade material and the base stone in a dry condition.

Failure to provide adequate drainage under conditions of heavy wheel loading can

result in the fine subgrade soil being pumped into the voids in the stone subbase,

thereby reducing the load bearing capacity.

Where silty clay is encountered at subgrade level, consideration should be given to

installing subdrains during the pavement construction. These drains should extend in

four orthogonal directions (minimum 3 m length) at a catch basin structure or

longitudinally when placed along a curb. The clear stone surrounding the drainage lines

or the pipe, should be wrapped with suitable filter cloth. The subdrain inverts should be

approximately 300 mm below subgrade level. The subgrade surface should be shaped

to promote water flow to the drainage lines.




6.0 DESIGN AND CONSTRUCTION PRECAUTIONS

6.1 Foundation Drainage and Backfill

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

proposed structures. The system should consist of a 100 to 150 mm diameter

perforated corrugated plastic pipe, surrounded on all sides by 150 mm of 10 mm clear

crushed stone, placed at the footing level around the exterior perimeter of the structure.

The pipe should have a positive outlet, such as a gravity connection to the storm sewer.

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. Otherwise, imported granular materials, such

as clean sand or OPSS Granular B Type I granular material, should otherwise be used

for this purpose.

6.2 Protection of Footings Against Frost Action

Perimeter footings of heated structures are required to be insulated against the

deleterious effect of frost action. A minimum of 1.5 m thick soil cover (or equivalent)

should be provided in this regard.

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.

For footings founded directly on sound bedrock where insufficient soil cover is available,

rigid insulation can be used to make up the shortfall. Also, if the bedrock is considered

to be non-frost susceptible, the suggested insulation can be omitted. Non-frost

susceptible bedrock requires confirmation of no significant soil bearing seams within the

potential frost penetration depth. This confirmation is carried out using probeholes

which are verified by geotechnical personnel.




6.3 Excavation Side Slopes

The side slopes of excavations in the soil and fill overburden materials should either be

cut back at acceptable slopes or should be retained by shoring systems from the start

of the excavation until the structure is backfilled. It is assumed that sufficient room will

be available for the greater part of the excavations to be undertaken by open-cut

methods (i.e. unsupported excavations).

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 subsoil at this site 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 be kept away 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.

It is recommended that a trench box be used at all times to protect personnel working

in trenches with steep or vertical sides. It is expected that services will be installed by

“cut and cover” methods and excavations will not be left open for extended periods of

time.

6.4 Groundwater Control

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.

It is anticipated that pumping from open sumps will be sufficient to control the

groundwater influx through the sides of the excavations.

Pumping of more than 50,000 L/day to an off site receptor requires a temporary Ontario

Ministry of Environment (MOE) permit to take water (PTTW). At least 3 to 4 months

should be allowed for completion of the application and issuance of the permit by the

MOE.




6.5 Winter Construction

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

subsoil conditions at this site consist of frost susceptible materials. In the presence of

water and freezing conditions, ice could form within the soil mass. Heaving and

settlement upon thawing could occur.

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

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

and tarpaulins or other suitable means. In this regard, 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 also difficult activities to complete

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

walls and bottoms. Precautions should be taken if such activities are to be carried out

during freezing conditions.




7.0 RECOMMENDATIONS

It is a requirement for the foundation design data provided herein to be applicable that

a materials testing and observation services program including the following aspects be

performed by the geotechnical consultant.

‘ A detailed geotechnical investigation should be completed, once details of the

proposed development are determined.

‘ 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 made in this report are in accordance with our present

understanding of the project. The client should be aware that any information

pertaining to soils and all test hole logs are furnished as a matter of general information

only and test hole descriptions or logs are not to be interpreted as descriptive of

conditions at locations other than those of the test holes.

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

Novatech Engineering Consultants or their agent(s) is not authorized without review by

this firm for the applicability of our recommendations to the altered use of the report.

Paterson Group Inc.

Michael Beaudoin, B.Eng.

David J. Gilbert, P.Eng.

Report Distribution:

‘ Novatech Engineering (3 copies)

‘ Paterson Group (1 copy)

APPENDIX 1

SOIL PROFILE AND TEST DATA SHEETS

SYMBOLS AND TERMS

STRATA PLOT

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

TYPE

%

GROUND SURFACE0

DEPTHSAMPLE

1G

0.50

Brown SILTY CLAY with sand, tracetopsoil

End of Test Pit

Practical shovel refusal on inferredbedrock at 0.50m depth

(TP dry upon completion)

patersongroup

50 mm Dia. Cone

Water Content %

Preliminary Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

Remoulded

REMARKS

Ground surface elevations provided by Novatech Engineering Consultants Ltd.

Backhoe

Pen. Resist. Blows/0.3m

Consulting

Proposed Residential Development - Highway 7

Engineers

20 40 60 80

PG2793

(m)

SOIL PROFILE AND TEST DATA

DATUM

Pie

zo

me

ter

HOLE NO.

or RQD

(m)

FILE NO.

Shear Strength (kPa)

SOIL DESCRIPTION

127.58

TP 1BORINGS BY

Undisturbed

ELEV.

NUMBER

Carleton Place, Ontario

Co

nstr

uctio

n

October 22, 2012


TYPE

%

Consulting

STRATA PLOT

50 mm Dia. Cone

0

DEPTHSAMPLE

0.25TOPSOIL

End of Test Pit



patersongroup

Remoulded

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY (m)

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

FILE NO.


SOIL DESCRIPTION

128.01

TP 2

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed

50 mm Dia. Cone


TYPE

RECOVERY

STRATA PLOT

0

DEPTHSAMPLE

% Water Content %

0.30

0.63

TOPSOIL

Brown SILTY CLAY with sand

End of Test Pit



Remoulded


DATE

20 40 60 80 100

N VALUE

patersongroupProposed Residential Development - Highway 7

BORINGS BY

REMARKS


Backhoe

GROUND SURFACE

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

terPen. Resist. Blows/0.3m

Undisturbed

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

127.61

NUMBER

ELEV.

October 22, 2012 TP 3

or RQD

Co

nstr

uctio

n


TYPE

RECOVERY

50 mm Dia. Cone


20 40 60 80 100

DATE

%

STRATA PLOT

0

1

DEPTH

GROUND SURFACE

1G

0.15

1.58

TOPSOIL


End of Test Pit


(Water infiltration at 1.5m depth)

N VALUE

SAMPLE

patersongroup

Remoulded

Water Content %

Preliminary Geotechnical InvestigationProposed Residential Development - Highway 7

BORINGS BY

REMARKS


Backhoe

ELEV.

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


TP 4

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

October 22, 2012


128.27

127.27

NUMBER

Co

nstr

uctio

n

or RQD

Undisturbed

50 mm Dia. Cone


TYPE

RECOVERY

STRATA PLOT

0

1

DEPTHSAMPLE

% Water Content %

0.20

1.67

TOPSOIL


End of Test Pit



Remoulded


DATE

20 40 60 80 100

N VALUE


BORINGS BY

REMARKS


Backhoe

GROUND SURFACE

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


Undisturbed

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

128.95

127.95

NUMBER

ELEV.

October 22, 2012 TP 5

or RQD

Co

nstr

uctio

n


%

50 mm Dia. Cone


TYPE

20 40 60 80 100

STRATA PLOT

0

SAMPLE

GROUND SURFACE

patersongroup

1G

0.15

0.70

TOPSOIL

Brown SILTY SAND with clay

End of Test Pit



RECOVERY

N VALUE

Remoulded

Water Content %


DATE


DEPTH

BORINGS BY

REMARKS


Backhoe

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


NUMBER

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

129.79

TP 6

ELEV.

October 22, 2012

Undisturbed

Co

nstr

uctio

n

or RQD


STRATA PLOT


TYPE

%

GROUND SURFACE0

DEPTHSAMPLE

1G0.43

TOPSOIL

End of Test Pit



patersongroup

50 mm Dia. Cone

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY

Remoulded

REMARKS


Backhoe


Consulting


Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

or RQD

(m)

FILE NO.


SOIL DESCRIPTION

129.58

TP 7BORINGS BY

Undisturbed

ELEV.

NUMBER


Co

nstr

uctio

n

October 22, 2012

%

50 mm Dia. Cone


TYPE

20 40 60 80 100

STRATA PLOT

0

1

SAMPLE

GROUND SURFACE

patersongroup

1G

0.17

1.47

TOPSOIL


End of Test Pit



RECOVERY

N VALUE

Remoulded

Water Content %


DATE


DEPTH

BORINGS BY

REMARKS


Backhoe

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


NUMBER

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

130.55

129.55

TP 8

ELEV.

October 22, 2012

Undisturbed

Co

nstr

uctio

n

or RQD


TYPE

RECOVERY

50 mm Dia. Cone


20 40 60 80 100

DATE

%

STRATA PLOT

0

1

2

3

DEPTH

GROUND SURFACE

1G

0.23

3.64

TOPSOIL

Brown to grey SILTY SAND withclay

End of Test Pit



N VALUE

SAMPLE

patersongroup

Remoulded

Water Content %


BORINGS BY

REMARKS


Backhoe

ELEV.

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


TP 9

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

October 22, 2012


129.18

128.18

127.18

126.18

NUMBER

Co

nstr

uctio

n

or RQD

Undisturbed

TYPE

RECOVERY

50 mm Dia. Cone


20 40 60 80 100

DATE

%

STRATA PLOT

0

1

2

3

4

DEPTH

GROUND SURFACE

1G

0.35

4.19

TOPSOIL

Brown to grey SILTY CLAY withsand

End of Test Pit



N VALUE

SAMPLE

patersongroup

Remoulded

Water Content %


BORINGS BY

REMARKS


Backhoe

ELEV.

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


TP10

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

October 22, 2012


128.16

127.16

126.16

125.16

124.16

NUMBER

Co

nstr

uctio

n

or RQD

Undisturbed


TYPE

%

STRATA PLOT

DEPTHSAMPLE

Consulting

(m)

BEDROCK SURFACE

Preliminary Geotechnical Investigationpatersongroup

Remoulded

Water Content %

DATE

20 40 60 80 100

N VALUE

RECOVERY

50 mm Dia. Cone

FILE NO.

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.


SOIL DESCRIPTION

TP11

NUMBER

Undisturbed

or RQD

BORINGS BY


October 22, 2012

ELEV.

GROUND SURFACE

Co

nstr

uctio

n

STRATA PLOT


TYPE

%

50 mm Dia. Cone

0

1

2

DEPTHSAMPLE

2.24


End of Test Pit



patersongroup

Remoulded

Consulting


DATE

20 40 60 80 100

N VALUE

RECOVERY

Water Content %

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

(m)

FILE NO.


SOIL DESCRIPTION

130.15

129.15

128.15

TP12

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed


TYPE

%

Consulting

STRATA PLOT

50 mm Dia. Cone

0

DEPTHSAMPLE

0.04TOPSOIL

End of Test Pit



patersongroup

Remoulded

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY (m)

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

FILE NO.


SOIL DESCRIPTION

137.82

TP13

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed

STRATA PLOT


TYPE

%

GROUND SURFACE0

DEPTHSAMPLE

1G0.28TOPSOIL

End of Test Pit



patersongroup

50 mm Dia. Cone

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY

Remoulded

REMARKS


Backhoe


Consulting


Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

or RQD

(m)

FILE NO.


SOIL DESCRIPTION

133.03

TP14BORINGS BY

Undisturbed

ELEV.

NUMBER


Co

nstr

uctio

n

October 22, 2012

%

50 mm Dia. Cone


TYPE

20 40 60 80 100

STRATA PLOT

0

SAMPLE

GROUND SURFACE

patersongroup

1G

0.12

0.59

TOPSOIL

Brown SILTY CLAY, trace sand

End of Test Pit



RECOVERY

N VALUE

Remoulded

Water Content %


DATE


DEPTH

BORINGS BY

REMARKS


Backhoe

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


NUMBER

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

130.68

TP15

ELEV.

October 22, 2012

Undisturbed

Co

nstr

uctio

n

or RQD



TYPE

%

Consulting

STRATA PLOT

50 mm Dia. Cone

0

DEPTHSAMPLE

0.43

TOPSOIL

End of Test Pit



patersongroup

Remoulded

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY (m)

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

FILE NO.


SOIL DESCRIPTION

131.65

TP16

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed

STRATA PLOT


TYPE

%

GROUND SURFACE0

DEPTHSAMPLE

1G0.42

TOPSOIL

End of Test Pit



patersongroup

50 mm Dia. Cone

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY

Remoulded

REMARKS


Backhoe


Consulting


Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

or RQD

(m)

FILE NO.


SOIL DESCRIPTION

134.17

TP17BORINGS BY

Undisturbed

ELEV.

NUMBER


Co

nstr

uctio

n

October 22, 2012

20 40 60 80 100

N VALUE

RECOVERY

50 mm Dia. Cone


SAMPLE


TYPE

%

STRATA PLOT

GROUND SURFACE

1G

0.23

0.50

1.48

TOPSOIL

Brown SILTY SAND

Grey SILTY SAND with clay

End of Test Pit



DATE

patersongroup

Remoulded

Water Content %

DEPTH


0

1

BORINGS BY

REMARKS


Backhoe

ELEV.

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


Consulting

(m)

FILE NO.


SOIL DESCRIPTION

132.25

131.25

TP18October 22, 2012


NUMBER

Co

nstr

uctio

n

or RQD

Undisturbed

%

50 mm Dia. Cone


RECOVERY

TYPE

N VALUE

STRATA PLOT

0

1

DEPTHSAMPLE

patersongroup

0.15

1.60

TOPSOIL

Brown to grey SILTY SAND, traceclay and gravel

End of Test Pit



Remoulded

Water Content %


DATE

20 40 60 80 100


BORINGS BY

REMARKS


Backhoe

HOLE NO.

ELEV.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


Undisturbed

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

135.41

134.41

NUMBER

October 22, 2012


TP19

GROUND SURFACE

Co

nstr

uctio

n

or RQD

%

50 mm Dia. Cone


TYPE

20 40 60 80 100

STRATA PLOT

0

SAMPLE

GROUND SURFACE

patersongroup

1G

0.11

0.43

TOPSOIL


End of Test Pit


(TP dry upon completion)RECOVERY

N VALUE

Remoulded

Water Content %


DATE


DEPTH

BORINGS BY

REMARKS


Backhoe

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


NUMBER

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

135.24

TP20

ELEV.

October 22, 2012

Undisturbed

Co

nstr

uctio

n

or RQD


50 mm Dia. Cone


TYPE

RECOVERY

STRATA PLOT

0

DEPTHSAMPLE

% Water Content %

0.15

0.49

TOPSOIL


End of Test Pit



Remoulded


DATE

20 40 60 80 100

N VALUE


BORINGS BY

REMARKS


Backhoe

GROUND SURFACE

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


Undisturbed

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

135.50

NUMBER

ELEV.

October 22, 2012 TP21

or RQD

Co

nstr

uctio

n


%

50 mm Dia. Cone


TYPE

20 40 60 80 100

STRATA PLOT

0

SAMPLE

GROUND SURFACE

patersongroup

1G

0.23

0.98

TOPSOIL


End of Test Pit



RECOVERY

N VALUE

Remoulded

Water Content %


DATE


DEPTH

BORINGS BY

REMARKS


Backhoe

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


NUMBER

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

135.76

TP22

ELEV.

October 22, 2012

Undisturbed

Co

nstr

uctio

n

or RQD



TYPE

%

Consulting

STRATA PLOT

50 mm Dia. Cone

0

DEPTHSAMPLE

0.38

TOPSOIL

End of Test Pit



patersongroup

Remoulded

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY (m)

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

FILE NO.


SOIL DESCRIPTION

135.71

TP23

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed

STRATA PLOT


TYPE

%

GROUND SURFACE0

DEPTHSAMPLE

1G0.22

TOPSOIL

End of Test Pit



patersongroup

50 mm Dia. Cone

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY

Remoulded

REMARKS


Backhoe


Consulting


Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

or RQD

(m)

FILE NO.


SOIL DESCRIPTION

138.56

TP24BORINGS BY

Undisturbed

ELEV.

NUMBER


Co

nstr

uctio

n

October 22, 2012


TYPE

%

Consulting

STRATA PLOT

50 mm Dia. Cone

0

DEPTHSAMPLE

0.27TOPSOIL

End of Test Pit



patersongroup

Remoulded

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY (m)

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

FILE NO.


SOIL DESCRIPTION

139.04

TP25

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed


TYPE

%

Consulting

STRATA PLOT

50 mm Dia. Cone

0

DEPTHSAMPLE

0.24TOPSOIL

End of Test Pit



patersongroup

Remoulded

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY (m)

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

FILE NO.


SOIL DESCRIPTION

138.00

TP26

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed


TYPE

%

Consulting

STRATA PLOT

50 mm Dia. Cone

0

DEPTHSAMPLE

0.04TOPSOIL

End of Test Pit



patersongroup

Remoulded

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY (m)

BORINGS BY

REMARKS


Backhoe



Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

FILE NO.


SOIL DESCRIPTION

136.63

TP27

NUMBER

or RQD

GROUND SURFACE

Co

nstr

uctio

n


October 22, 2012

ELEV.

Undisturbed

STRATA PLOT


TYPE

%

GROUND SURFACE0

DEPTHSAMPLE

1G0.22TOPSOIL

End of Test Pit



patersongroup

50 mm Dia. Cone

Water Content %


DATE

20 40 60 80 100

N VALUE

RECOVERY

Remoulded

REMARKS


Backhoe


Consulting


Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me

ter

HOLE NO.

or RQD

(m)

FILE NO.


SOIL DESCRIPTION

136.42

TP28BORINGS BY

Undisturbed

ELEV.

NUMBER


Co

nstr

uctio

n

October 22, 2012

50 mm Dia. Cone


TYPE

RECOVERY

STRATA PLOT

0

DEPTHSAMPLE

% Water Content %

0.07

0.43

TOPSOIL

Brown SILTY SAND

End of Test Pit



Remoulded


DATE

20 40 60 80 100

N VALUE


BORINGS BY

REMARKS


Backhoe

GROUND SURFACE

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


Undisturbed

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

137.79

NUMBER

ELEV.

October 22, 2012 TP29

or RQD

Co

nstr

uctio

n


%

50 mm Dia. Cone


TYPE

20 40 60 80 100

STRATA PLOT

0

SAMPLE

GROUND SURFACE

patersongroup

1G0.20

0.53

FILL: Gravel with clay

TOPSOIL

End of Test Pit



RECOVERY

N VALUE

Remoulded

Water Content %


DATE


DEPTH

BORINGS BY

REMARKS


Backhoe

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


NUMBER

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

137.43

TP30

ELEV.

October 22, 2012

Undisturbed

Co

nstr

uctio

n

or RQD


TYPE

RECOVERY

50 mm Dia. Cone


20 40 60 80 100

DATE

%

STRATA PLOT

0

1

2

3

DEPTH

GROUND SURFACE

1G

0.20

3.98

FILL: Gravel

Very stiff, brown SILTY CLAY withsand

- stiff and grey by 2.5m depth

End of Test Pit


N VALUE

SAMPLE

patersongroup

Remoulded

Water Content %


BORINGS BY

REMARKS


Backhoe

ELEV.

HOLE NO.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


TP31

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

October 22, 2012


128.48

127.48

126.48

125.48

NUMBER

Co

nstr

uctio

n

or RQD

Undisturbed

%

50 mm Dia. Cone


RECOVERY

TYPE

N VALUE

STRATA PLOT

0

1

2

3

4

DEPTHSAMPLE

patersongroup

3.95

4.43


- grey by 2.2m depth

Grey SILTY SAND with clay andgravel

End of Test Pit


Remoulded

Water Content %


DATE

20 40 60 80 100


BORINGS BY

REMARKS


Backhoe

HOLE NO.

ELEV.

Engineers

20 40 60 80

PG2793

(m)


DATUM

Pie

zo

me


Undisturbed

Consulting

(m)

FILE NO.


SOIL DESCRIPTION

127.77

126.77

125.77

124.77

123.77

NUMBER

October 22, 2012


TP32

GROUND SURFACE

Co

nstr

uctio

n

or RQD

0

1

2

3

DEPTHSAMPLE

ELEV.

TP 1

NUMBER

Undisturbed

or RQD

GROUND SURFACE


Soft, brown SILTY CLAY withsand

1

2

3

G

G

G

0.91

1.96

Constr

uction

%

TYPE

3.81

Possible FILL: Brown siltyclay with topsoil, peat andwood

End of Test Pit

Stiff to very stiff, grey SILTYCLAY

STRATA PLOT

(m)

BORINGS BY Hydraulic Shovel

Consulting

(m)

Engineers

PG2618REMARKS


50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

20 40 60 80

31 January 2012


DATE

20 40 60 80 100

N VALUE

Proposed Development - McNeely Avenue

DATUM

RECOVERY

HOLE NO.


SOIL DESCRIPTION


FILE NO.

0

1

DEPTHSAMPLE


ELEV.

TP 2

NUMBER

Undisturbed

or RQD

GROUND SURFACE

End of Test Pit

Practical refusal to excavation@ 1.93m depth


1

2

G

G

0.15

0.56

1.93

TOPSOIL

GLACIAL TILL: Loose tocompact, grey silty sand withclay, gravel and cobbles

TYPE

%

STRATA PLOT

Brown SILTY SAND, traceclay

(m)

REMARKS

Constr

uction

Consulting

(m)

Engineers

PG2618

BORINGS BY


50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

20 40 60 80

20 40 60 80 100

31 January 2012


Hydraulic Shovel DATE

N VALUE

RECOVERY


DATUM

HOLE NO.


SOIL DESCRIPTION


FILE NO.

0

1

2

DEPTHSAMPLE


ELEV.

TP 3

NUMBER

Undisturbed

or RQD

GROUND SURFACE

End of Test Pit



1

2

G

G

1.09

1.35

2.51

TOPSOIL

GLACIAL TILL: Compact,brown silty sand with clay,gravel and cobbles

TYPE

%

STRATA PLOT

Compact, dark brown SILTYSAND with clay

(m)

REMARKS

Constr

uction

Consulting

(m)

Engineers

PG2618

BORINGS BY


50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

20 40 60 80

20 40 60 80 100

31 January 2012



N VALUE

RECOVERY


DATUM

HOLE NO.


SOIL DESCRIPTION


FILE NO.

0

1

2

DEPTHSAMPLE


ELEV.

TP 4

NUMBER

Undisturbed

or RQD

GROUND SURFACE

End of Test Pit



1

2

G

G

0.20

0.51

2.31

TOPSOIL

GLACIAL TILL: Compact,grey silty sand with clay, graveland cobbles

TYPE

%

STRATA PLOT

Brown SILTY SAND

(m)

REMARKS

Constr

uction

Consulting

(m)

Engineers

PG2618

BORINGS BY


50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

20 40 60 80

20 40 60 80 100

31 January 2012



N VALUE

RECOVERY


DATUM

HOLE NO.


SOIL DESCRIPTION


FILE NO.

0

1

2

DEPTHSAMPLE


ELEV.

TP 5

NUMBER

Undisturbed

or RQD

GROUND SURFACE

End of Test Pit



1

2

G

G

0.20

0.41

2.34

TOPSOIL

GLACIAL TILL: Loose tocompact, grey silty sand withgravel and cobbles

TYPE

%

STRATA PLOT

Loose, brown SILTY SAND,trace clay

(m)

REMARKS

Constr

uction

Consulting

(m)

Engineers

PG2618

BORINGS BY


50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

20 40 60 80

20 40 60 80 100

31 January 2012



N VALUE

RECOVERY


DATUM

HOLE NO.


SOIL DESCRIPTION


FILE NO.

0

1

DEPTHSAMPLE


ELEV.

TP 6

NUMBER

Undisturbed

or RQD

GROUND SURFACE

End of Test Pit



1

2

G

G

0.30

0.74

1.40

TOPSOIL

GLACIAL TILL: Loose tocompact, grey-brown silty sandwith clay, gravel and cobbles

TYPE

%

STRATA PLOT

Brown SILTY CLAY, tracesand

(m)

REMARKS

Constr

uction

Consulting

(m)

Engineers

PG2618

BORINGS BY


50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

20 40 60 80

20 40 60 80 100

31 January 2012



N VALUE

RECOVERY


DATUM

HOLE NO.


SOIL DESCRIPTION


FILE NO.

NUMBER


ELEV.SAMPLE

TP 7

DEPTH

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

1G

0.25

0.53

TOPSOIL

Brown SILTY CLAY withsand and gravel

End of Test Pit


(Groundwater infiltration atbottom of test pit)

31 January 2012

TYPE

%

STRATA PLOT

0


Hydraulic Shovel

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)

REMARKS

50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

PG2618FILE NO.


DATE

20 40 60 80 100

N VALUE


RECOVERY

DATUM

SOIL DESCRIPTION


HOLE NO.


ELEV.DEPTHSAMPLE


TP 8

NUMBER

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

1

2

G

G

0.23

2.31

TOPSOIL

GLACIAL TILL: Loose tocompact, brown silty sand withclay, gravel and cobbles

End of Test Pit


(Groundwater infiltration @0.9m depth)

0

1

2

TYPE

%

STRATA PLOT


REMARKS

Consulting

(m)

Engineers

20 40 60 80

(m)

BORINGS BY

50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

PG2618

N VALUE

31 January 2012


Hydraulic Shovel

20 40 60 80 100

RECOVERY

DATUM

DATE

FILE NO.


HOLE NO.


SOIL DESCRIPTION


NUMBER


ELEV.SAMPLE

TP 9

DEPTH

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

1G

0.18

0.97

TOPSOIL

GLACIAL TILL: Loose tocompact, brown silty sand withgravel and cobbles

End of Test Pit


(Groundwater infiltration atbottom of test pit)

31 January 2012

TYPE

%

STRATA PLOT

0


Hydraulic Shovel

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)

REMARKS

50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

PG2618FILE NO.


DATE

20 40 60 80 100

N VALUE


RECOVERY

DATUM

SOIL DESCRIPTION


HOLE NO.


0

1

DEPTHSAMPLE


ELEV.

TP10

NUMBER

Undisturbed

or RQD

GROUND SURFACE

End of Test Pit


1

2

G

G

0.23

0.69

1.55

TOPSOIL

GLACIAL TILL: Loose tocompact, grey silty sand withclay, gravel and cobbles

TYPE

%

STRATA PLOT

Grey-brown SILTY CLAYwith sand

(m)

REMARKS

Constr

uction

Consulting

(m)

Engineers

PG2618

BORINGS BY


50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

20 40 60 80

20 40 60 80 100

31 January 2012



N VALUE

RECOVERY


DATUM

HOLE NO.


SOIL DESCRIPTION


FILE NO.

NUMBER


ELEV.SAMPLE

TP11

DEPTH

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

1G

2.31

3.12

Possible FILL: Mixture of siltyclay, sand, cobbles andboulders

GLACIAL TILL: Compact,grey-brown silty sand with clay,gravel and cobbles

End of Test Pit



31 January 2012

TYPE

%

STRATA PLOT

0

1

2

3


Hydraulic Shovel

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)

REMARKS

50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

PG2618FILE NO.


DATE

20 40 60 80 100

N VALUE


RECOVERY

DATUM

SOIL DESCRIPTION


HOLE NO.


NUMBER


ELEV.SAMPLE

TP12

DEPTH

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

1G

1.52

2.41

Possible FILL: Sitly sand withgravel, topsoil and wood

GLACIAL TILL: Compact,brown silty clay with sand,gravel and cobbles

End of Test Pit



31 January 2012

TYPE

%

STRATA PLOT

0

1

2


Hydraulic Shovel

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)

REMARKS

50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

PG2618FILE NO.


DATE

20 40 60 80 100

N VALUE


RECOVERY

DATUM

SOIL DESCRIPTION


HOLE NO.


ELEV.DEPTHSAMPLE


TP13

NUMBER

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

1

2

G

G

1.52

4.30

Possible FILL: Topsoil, peatand wood

Firm to stiff, grey SILTYCLAY

End of Test Pit


(Groundwater infiltration @1.1m depth)

0

1

2

3

4

TYPE

%

STRATA PLOT


REMARKS

Consulting

(m)

Engineers

20 40 60 80

(m)

BORINGS BY

50 mm Dia. Cone

Pie

zom

ete

r


patersongroup

Remoulded

Water Content %

PG2618

N VALUE

31 January 2012


Hydraulic Shovel

20 40 60 80 100

RECOVERY

DATUM

DATE

FILE NO.


HOLE NO.


SOIL DESCRIPTION


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.

APPENDIX 2

FIGURE 1 - KEY PLAN

DRAWING PG2793-1 - TEST HOLE LOCATION PLAN

FIGURE 1

KEY PLAN

SITE

pg2793-rep.01. dg mb - december 6-2012 group report pg2793 … · december 6, 2012 page 2 3.0...

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