paterson group - webcast.ottawa.ca

83
Geotechnical Engineering Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Paterson Group Inc. Consulting Engineers 154 Colonnade Road South Ottawa (Nepean), Ontario Canada K2E 7J5 Tel: (613) 226-7381 Fax: (613) 226-6344 www.patersongroup.ca patersongroup Geotechnical Investigation Proposed Residential Development Trails Edge - Phase 2 Renaud Road Ottawa, Ontario Prepared For Minto Communities March 12, 2012 Report: PG2392-1

Upload: others

Post on 09-Apr-2022

3 views

Category:

Documents


0 download

TRANSCRIPT

GeotechnicalEngineering

EnvironmentalEngineering

Hydrogeology

GeologicalEngineering

Materials Testing

Building Science

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

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

patersongroup

Geotechnical InvestigationProposed Residential Development

Trails Edge - Phase 2Renaud Road

Ottawa, Ontario

Prepared For

Minto Communities

March 12, 2012

Report: PG2392-1

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1

March 12, 2012 Page i

Table of ContentsPage

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

3.4 Analytical Testing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

4.0 OBSERVATIONS

4.1 Surface Conditions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

4.2 Subsurface Profile.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

4.3 Groundwater. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6

5.0 DISCUSSION

5.1 Geotechnical Assessment.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

5.2 Site Grading and Preparation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

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

5.4 Design of Earthquakes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

5.5 Basement Slab. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

5.6 Pavement Structure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

6.0 DESIGN AND CONSTRUCTION PRECAUTIONS

6.1 Foundation Drainage and Backfill. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

6.2 Protection Against Frost Action. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

6.3 Excavation Side Slopes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

6.4 Pipe Bedding and Backfill. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17

6.5 Thrust Blocks. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

6.6 Groundwater Control. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

6.7 Winter Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19

6.8 Landscaping Considerations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19

6.9 Corrosion Potential and Sulphate. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

7.0 RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

8.0 STATEMENT OF LIMITATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1

March 12, 2012 Page ii

Appendices

Appendix 1 Soil Profile and Test Data Sheets

Symbols and Terms

Unidimensional Consolidation Test Results

Atterberg Limits’ Results

Analytical Testing Results

Appendix 2 Figure 1 - Key Plan

Drawing PG2392-1 - Test Hole Location Plan

Drawing PG2392-2 - Permissible Grade Raise Areas - Housing

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 1

1.0 INTRODUCTION

Paterson Group (Paterson) was commissioned by Minto Communities (Minto) to

conduct a geotechnical investigation for Phase 2 of the Trails Edge residential

development located on the north side of Renaud Road between Page Road and

Mer Bleue Road, in the City of Ottawa (refer to Figure 1 - Key Plan presented in

Appendix 2).

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 it is understood at the time of writing this report.

A previous geotechnical investigation was completed by Paterson Group (Paterson)

at the subject site and surrounding areas. The relevant Soil Profile and Test Data

sheets and Unidimensional Consolidation Testing Results Sheets and Atterberg Limits

from the previous geotechnical investigation is presented in Appendix 1.

Investigating the presence or potential presence of contamination on the subject

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

present report does not address environmental issues.

2.0 PROPOSED DEVELOPMENT

Specific details of the current phase of the proposed development have not been

provided to Paterson. However, it is expected that the current phase of the proposed

residential development will consist of townhouses, single family residential dwellings

with associated roadways, local access lanes and driveways. It is also expected that

the proposed development will be municipally serviced.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 2

3.0 METHOD OF INVESTIGATION

3.1 Field Investigation

Field Program

The field program for the current geotechnical investigation was carried out on

August 16 and 17, 2011 and February 9 and 10, 2012. A previous geotechnical field

investigation was also completed by Paterson on May 11 and 12, 2009. The locations

of all the test holes completed during the geotechnical investigations are illustrated on

Drawing PG2392-1 - Test Hole Location Plan included in Appendix 2.

The boreholes 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 personnel

from Paterson’s geotechnical division under the direction of a senior engineer. The

drilling procedure consisted of augering to the required depths at the selected locations

and sampling the overburden soils.

Sampling and In Situ Testing

Soil samples were collected from the boreholes using a 50 mm diameter split-spoon

(SS) sampler, or using 73 mm diameter thin walled (TW) Shelby tubes in conjunction

with a piston sampler. All soil samples were visually inspected and initially classified

on site. The split-spoon samples were placed in sealed plastic bags and the Shelby

tubes were sealed at both ends on site. All samples were transported to our laboratory

for further examination and classification. The depths at which the split-spoon and

Shelby tube samples were recovered from the boreholes are shown as SS and TW,

respectively, on the Soil Profile and Test Data sheets presented in Appendix 1.

Standard Penetration Testing (SPT) was conducted in conjunction with the recovery

of the split-spoon samples. The SPT results are 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 sampler 300 mm into the soil after a 150 mm initial penetration using

a 63.5 kg hammer falling from a height of 760 mm. Undrained shear strength testing

was carried out in cohesive soils using a field vane apparatus.

The thickness of the silty clay layer was evaluated during the course of the current

investigation by dynamic cone penetration testing (DCPT) at all test hole locations.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 3

The DCPT consists of driving a steel drill rod, equipped with a 50 mm diameter cone

at its tip, using a 63.5 kg hammer falling from a height of 760 mm. The number of

blows required to drive the cone into the soil is recorded for each 300 mm increment.

Due to the low resistance exerted by the silty clay, the cone was pushed using the

hydraulic head of the drill rig until resistance to penetration was encountered. The drop

hammer was then used to further advance the cone.

The subsurface conditions observed in the test holes 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

Flexible polyethylene standpipes were installed in all boreholes to permit monitoring of

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

3.2 Field Survey

The test hole locations along with ground surface elevations at the test hole locations

were determined in the field by Annis O’Sullivan Vollebekk Limited. It is understood

that the elevations are referenced to a geodetic datum. Due to existing densely tree

covered areas within the subject site, BH 4 and BH 5 were relocated to the adjacent

property boundaries. BH 4, BH 5 and BH 6 were relocated and surveyed by Paterson’s

personnel due to access issues.

The locations of the boreholes and the ground surface elevations at the test hole

locations are presented on Drawing PG2392-1 - Test Hole Location Plan in Appendix 2.

3.3 Laboratory Testing

Soil samples were collected from the subject site and were visually examined in our

laboratory to review the results of the field logging. A total of twelve (12) Shelby tube

samples were submitted during the current and previous geotechnical investigations

for unidimensional consolidation testing. The results of the testing are shown on the

Consolidation Test sheets in Appendix 1. The results of the geotechnical laboratory

testing program are discussed in Subsections 4.2 and 5.3 of this report.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 4

3.4 Analytical Testing

One (1) soil sample was submitted for analytical testing to assess the corrosion

potential for exposed ferrous metals and the potential of sulphate attacks against

subsurface concrete structures. The sample was submitted to determine the

concentration of sulphate and chloride, the resistivity and the pH of the sample. The

results are presented in Appendix 1 and are discussed further in Subsection 6.9.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 5

4.0 OBSERVATIONS

4.1 Surface Conditions

The subject site is undeveloped and is relatively flat. Treed areas were noted within

the north portion of the subject site and the south portion of the site has recently been

cleared and is currently occupied by several fill piles. A shallow ditch runs in a east-

west direction within the south central portion of the subject site.

4.2 Subsurface Profile

Generally, the soil profile encountered at the test hole locations, consists of a thin

topsoil layer underlain by a deep silty clay layer to depths varying between 25 to 28 m

below existing ground surface. A silty sand deposit was noted at the borehole locations

within the south portion of the subject site.

Reference should be made to the Soil Profile and Test Data sheets presented in

Appendix 1 for details of the soil profiles encountered during the current and previous

geotechnical investigations.

Six (6) silty clay samples during the current geotechnical investigation and six (6) silty

clay samples during the previous geotechnical investigation were subjected to

unidimensional consolidation (oedometer) testing. The test results are presented in

Subsection 5.3 and on the Consolidation Test sheets in Appendix 1. The consolidation

test results indicate that the silty clay is overconsolidated with overconsolidation ratios

(OCR) for the tested samples varying between 1.2 and 2.2. The OCR is the ratio of the

preconsolidation pressure to the effective pressure at the sample depth. This is further

discussed in Subsection 5.3.

Two (2) silty clay samples were submitted for Atterberg Limits testing from the subject

site. The tested materials were classified as Inorganic Clays of High Plasticity (CH) in

accordance with the Unified Soil Classification System. The results are summarized

in Table 1 and presented on the Atterberg Limits Results sheet in Appendix 1.

Table 1 - Summary of Atterberg Limits Tests

SampleDepth

(m)

Moisture

Content

%

Liquid

Limit

%

Plastic

Limit

%

Plasticity

Index

%

Classification

BH 3 - TW 3 2.79 27.9 67 28 39 CH

BH 3-09 - TW 4 7.29 30.8 72 31 41 CH

CH: Inorganic Clays of high plasticity

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 6

4.3 Groundwater

The long-term groundwater level can be estimated based on moisture levels and colour

of the recovered soil samples. Based on these observations combined with the field

observations at the borehole locations, the groundwater table is expected between 1.5

to 2.5 m depth below original ground surface. It should be noted that groundwater

levels are subject to seasonal fluctuations. Therefore, the groundwater levels could be

different at the time of construction.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 7

5.0 DISCUSSION

5.1 Geotechnical Assessment

The subject site is considered adequate for the proposed development. Based on the

subsurface profile encountered, it is expected that stiff silty clay and/or compact silty

sand will be encountered at the founding levels of the proposed structures.

Due to the presence of the sensitive silty clay layer, the subject site will be subjected

to grade raise restrictions. Permissible grade raise areas are detailed in Drawing

PG2392-2 - Permissible Grade Raise Areas - Housing. Where exceedances of the

permissible grade raise occur, lightweight fill (LWF) can be utilized below garage and

porch floor slabs, as well as, around the perimeter of the buildings, where required.

LWF dimensions, if required, will be determined on a lot by lot basis for the current

phase. Alternatively, a surcharging program could be implemented where grade raise

exceedances occur.

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

5.2 Site Grading and Preparation

Stripping Depth

Topsoil and deleterious fill, such as those containing organics, should be stripped from

under any buildings, paved areas, pipe bedding and other settlement sensitive

structures.

Fill Placement

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

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

(OPSS) Granular A or Granular B Type II. This material should be tested and

approved prior to delivery to the site. The fill 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).

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 8

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

landscaping fill and beneath parking areas where settlement of the ground surface is

of minor concern. In landscaped areas, 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 a composite drainage blanket connected to a

perimeter drainage system is provided.

5.3 Foundation Design

Bearing Resistance Values

Footings, up to 2 m wide, placed on an undisturbed, stiff silty clay can be designed

using a bearing resistance value at serviceability limit states (SLS) of 90 kPa and

factored bearing resistance values at ultimate limit states (ULS) of 150 kPa.

Strip and pad footings placed on an undisturbed, compact silty sand bearing surface

can be designed using a bearing resistance value at serviceability limit states (SLS) of

60 kPa and a factored bearing resistance value at ultimate limit states (ULS)

of 120 kPa. Where the silty sand bearing surface is found to be in a loose state of

compactness, the area should be proof-rolled under dry conditions using a vibratory

compactor and approved by the geotechnical consultant prior to placing footings.

A geotechnical resistance factor of 0.5 was applied to the bearing resistance values at

ULS.

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

total and differential settlements of 25 and 15 mm, respectively.

An undisturbed soil bearing surface consists of one 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.

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 stiff to firm silty clay above the groundwater

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

minimum of 1.5H:1V passes only through in situ soil of the same or higher capacity as

the bearing medium soil.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 9

Settlement/Grade Raise

Consideration must be given to potential settlements which could occur due to the

presence of the silty clay deposit and the combined loads from the proposed footings,

any groundwater lowering effects, and grade raise fill. The foundation loads to be

considered for the settlement case are the continuously applied loads which consist of

the unfactored dead loads and the portion of the unfactored live load that is considered

to be continuously applied. For dwellings, a minimum value of 50% of the live load is

often recommended by Paterson.

Generally, the potential long term settlement is evaluated based on the compressibility

characteristics of the silty clay. These characteristics are estimated in the laboratory

by conducting unidimensional consolidation tests on undisturbed soil samples collected

using Shelby tubes in conjunction with a piston sampler. Twelve (12) site specific

consolidation tests were carried out for the subject phase. The results of the

consolidation tests are presented in Table 2 and 3 on the following page and in

Appendix 1.

c oValue p' is the preconsolidation pressure of the sample and p' is the effective

overburden pressure. It should be noted that the effective overburden pressure has

been calculated from original ground surface for borehole locations, which were

completed after the fill program had been initiated. The difference between these

values is the available preconsolidation. The increase in stress on the soil due to the

cumulative effects of the fill surcharge, the footing pressures, the slab loadings and the

lowering of the groundwater should not exceed the available preconsolidation if

unacceptable settlements are to be avoided.

cr cThe values C and C are the recompression and compression indices, respectively,

and are a measure of the compressibility of the soil due to stress increases below and

cabove the preconsolidation pressures. The higher values for the C , as compared to

crthe C , illustrate the increased settlement potential above, as compared to below, the

preconsolidation pressure.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 10

Table 2 - Summary of Consolidation Test Results (PG2392)

Borehole No. SampleElevation

(m)cp'

(kPa)op'

(kPa) cr cC C Q*

BH 1 TW 3 82.26 76 40 0.021 1.428 A

BH 3 TW 3 83.43 76 35 0.030 1.676 A

BH 5 TW 5 81.22 106 63 0.018 1.912 G

BH 7 TW 2 82.79 90 53 0.016 1.643 A

BH 9 TW 3 82.63 106 53 0.021 4.008 A

BH 11 TW 4 82.85 85 53 0.027 2.735 P

Q* - Quality assessment of sample - G: Good; A: Acceptable; P: Poor (most likely disturbed)

Table 3 - Summary of Consolidation Test Results (PG1605)

Borehole

No.Sample

Depth Below

Existing Ground

Surface

(m)

cp'

(kPa)op'

(kPa) cr cC C Q*

BH 1-09 TW 5 5.03 68 57 0.040 2.983 P

BH 1B-09 TW 1 3.44 68 47 0.029 2.120 A

BH 2-09 TW 4 5.03 76 64 0.075 2.700 P

BH 2-09 TW 5 7.29 101 77 0.025 3.140 A

BH 3-09 TW 4 7.29 90 70 0.030 1.470 A

BH 3B-09 TW 1 5.03 89 58 0.020 1.475 P

Q* - Quality assessment of sample - G: Good; A: Acceptable; P: Poor (most likely disturbed)

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 11

c o cr cIt should be noted that the values of p' , p' , C and C are determined using standard

engineering practices and are estimates only. In addition, natural variations within the

o soil deposit would also affect the results. Furthermore, the p' parameter is directly

influenced by the groundwater level. While the groundwater levels were measured at

the time of the fieldwork, the levels vary with time and this has an impact on the

oavailable preconsolidation. Lowering the groundwater level increases the p' and

therefore reduces the available preconsolidation. Unacceptable settlements could be

oinduced by a significant lowering of the groundwater level. The p' values for the

consolidation tests carried out for the present investigation are based on the long term

groundwater level observed at each borehole location. The groundwater level is based

on the colour and undrained shear strength profile of the silty clay.

The total and differential settlements will be dependent of the characteristics of the

buildings. For design purposes, the total and differential settlements associated with

the combination of proposed grade raises and design footing loading conditions are

estimated to be 25 mm and 20 mm, respectively. A post-development groundwater

lowering of 0.5 m was assumed.

The potential post construction total and differential settlements are dependent on the

position of the long term groundwater level when building over deposits of

compressible silty clay. While efforts can be made to reduce the impacts of the

development on the long term level of the groundwater by placing clay dykes in the

service trenches, reducing the sizes of paved areas, leaving green spaces to allow for

groundwater recharge, limiting planting of trees to areas away from the buildings, it is

not economically possible to control the level of the groundwater.

The permissible grade raise recommendations for the proposed residential dwellings

are presented in Drawing PG2392-2 - Permissible Grade Raise Areas - Housing in

Appendix 2. An average grade raise fill unit weight of 18 kN/m for houses was used3

for grade raise estimate purposes.

To reduce potential long term liabilities, consideration should be given to accounting

for a larger groundwater lowering and to providing means to reduce long term

groundwater lowering (e.g. clay dykes, restriction on planting around the stores, etc).

It should be noted that building on silty clay deposits increases the likelihood of building

movements and therefore of cracking. The use of steel reinforcement in foundations

placed at key structural locations will tend to reduce foundation cracking as compared

to unreinforced foundations.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 12

Where the grade raise restrictions can be accommodated, the design of the footings

can be carried out based on the values provided in Subsection 5.3. Where the grade

raise is close to, but below, the maximum permissible grade raise, consideration should

be given to using more reinforcement in the design of the foundation (footings and

walls) to reduce the risks of cracking in the concrete foundation. The use of control

joints within the brick work between the garage and basement area should also be

considered.

Where permissible grade raise exceedances occur at the buildings, LWF should be

utilized below garage and porch floor slabs, as well as, around the perimeter of the

buildings, where required. LWF dimensions will be determined on a lot by lot basis for

the current phase.

It is also possible to preload or surcharge the subject site in localized areas provided

sufficient time is available to achieve the desired settlements based on theoretical

values from the settlement analysis. If this option is considered, a monitoring program

using settlement plates and electronic piezometers will have to be implemented. This

program will determine the amount of settlement in the preloaded or surcharged areas.

Obviously, preloading to proposed finished grades will allow for consolidation of the

underlying clays over a longer time period. Surcharging the site with additional fill

above the proposed finished grade will add additional load to the underlying clays

accelerating the consolidation process and allowing for earlier settlements. Once the

desired settlements are achieved, the site can be unloaded and the fill can be used

elsewhere on site.

With both the preloading and surcharging methods, the loading period can be reduced

by installing vertical wick drains or sand drains in the silty clay layer to promote the

movement of groundwater towards the ground surface.

It should be noted that the underground services may be subjected to unacceptable

total or differential settlements. In particular, the joints at the interface building/soil may

be subjected to excessive stress if the differential settlements between the building and

the services are excessive. This should be considered in the design of the

underground services.

Once the required grade raises are established, the above options could be further

discussed along with further recommendations on specific requirements.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 13

5.4 Design for Earthquakes

Based on existing subsoils information, a seismic site response Class E is applicable

for the proposed buildings to be located within the subject site according to the

OBC 2006. However, based on bedrock depth and general knowledge of the seismic

shear wave velocities for the subsoils observed, a seismic Site Class D may be

applicable for the north and central portions of the subject site. However, a site specific

shear wave velocity test should be completed to confirm our assumptions. The soils

underlying the site are not susceptible to liquefaction.

5.5 Basement Slab

With the removal of all topsoil and fill, containing organic matter, within the footprints

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

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

soft areas should be removed and backfilled with appropriate backfill material. OPSS

Granular B Type II is recommended for backfilling below the floor slab. It is

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

stone.

5.6 Pavement Structure

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

be used for the design of car parking areas, local roadways and roadways with bus

traffic.

Table 4 - Recommended Pavement Structure - 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 soil or OPSS Granular B Type II material placed over in situ soil

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 14

Table 5 - Recommended Pavement Structure - Local Residential Roadways (No Bus Traffic)

Thickness(mm)

Material Description

40 Wear Course - Superpave 12.5 Asphaltic Concrete

50 Binder Course - Superpave 19.0 Asphaltic Concrete

150 BASE - OPSS Granular A Crushed Stone

400 SUBBASE - OPSS Granular B Type II

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

Table 6 - Recommended Pavement Structure - Roadways with Bus Traffic

Thickness

mm

Material Description

40 Wear Course - Superpave 12.5 Asphaltic Concrete

50 Upper Binder Course - Superpave 19.0 Asphaltic Concrete

50 Lower Binder Course - Superpave 19.0 Asphaltic Concrete

150 BASE - OPSS Granular A Crushed Stone

600 SUBBASE - OPSS Granular B Type II

SUBGRADE - Either in situ soil or OPSS Granular B Type 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 excavated and replaced with OPSS Granular B Type I

or II material. Weak subgrade conditions may be experienced over service trench fill

materials. This may require the use of a geotextile, such as Terratrack 200 or

equivalent, thicker subbase or other measures that can be recommended at the time

of construction as part of the field observation program.

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.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 15

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 its load carrying capacity.

Due to the impervious nature of the subgrade materials consideration should be given

to installing subdrains during the pavement construction. These drains installed at

catch basins should be at least 3 m long and should extend in four orthogonal

directions or longitudinally when placed along a curb. Along local streets, the drains

should be placed along the edges of the pavement. The subdrain inverts should be

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

crowned to promote water flow to the drainage lines.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 16

6.0 DESIGN AND CONSTRUCTION PRECAUTIONS

6.1 Foundation Drainage and Backfill

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

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

geotextile-wrapped, 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 site materials will be frost

susceptible and, as such, are not recommended for re-use as backfill unless a

composite drainage system (such as system Platon or Miradrain G100N) connected

to a drainage system is provided.

6.2 Protection Against Frost Action

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

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

should be provided in this regard.

A minimum of 2.1 m thick soil cover (or equivalent) should be provided for other

exterior unheated footings.

6.3 Excavation Side Slopes

The excavation for the proposed development will be mostly through silty clay. Above

the groundwater level, for excavations to depths of approximately 3 m, the excavation

side slopes should be stable in the short term at 1H:1V. The lowermost 1.2 m can be

vertical provided the material consists of stiff in situ silty clay. Flatter slopes could be

required for deeper excavations or for excavation below the groundwater level. Where

such side slopes are not permissible or practical, temporary shoring should be used.

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.

The slope cross-sections recommended above are for temporary slopes. Excavated

soil should not be stockpiled directly at the top of excavations and heavy equipment

should be kept away from the excavation sides.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 17

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 Pipe Bedding and Backfill

Bedding and backfill materials should be in accordance with City of Ottawa standards

and specifications.

The pipe bedding for sewer and water pipes should consist of at least 150 mm of

OPSS Granular A material. Where the bedding is located within the soft to firm grey

silty clay, the thickness of the bedding material should be increased to a minimum of

300 mm. The material should be placed in maximum 300 mm thick lifts and

compacted to a minimum of 95% of its SPMDD. The bedding material should extent

at least to the spring line of the pipe.

The cover material, which should consist of OPSS Granular A, should extend from the

spring line of the pipe to at least 300 mm above the obvert of the pipe. The material

should be placed in maximum 300 mm thick lifts and compacted to a minimum of 95%

of its SPMDD.

It should generally be possible to re-use the moist (not wet) brown silty clay above the

cover material if the excavation and filling operations are carried out in dry weather

conditions. Wet silty clay materials will be difficult to re-use, as the high water contents

make compacting impractical without an extensive drying period.

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 minimize 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 material’s SPMDD.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 18

To reduce long-term lowering of the groundwater level at this site, clay seals should be

provided in the service trenches. The seals should be at least 1.5 m long (in the trench

direction) and should extend from trench wall to trench wall. Generally, the seals

should extend from the frost line and fully penetrate the bedding, sub-bedding and

cover material. The barriers should consist of relatively dry and compactable brown

silty clay placed in maximum 225 mm thick loose layers and compacted to a minimum

of 95% of the material’s SPMDD. The clay seals should be placed at the site

boundaries and at strategic locations at no more than 60 m intervals in the service

trenches.

6.5 Thrust Blocks

The thrust blocks will be located within the silty clay deposit. Thrust blocks resisting

lateral loads should be sized based on allowable passive earth pressure at the pipe

depth. Those resisting (downward) vertical loads should be sized based on the

allowable bearing capacity.

Where the thrust block is placed within the silty clay, the allowable earth pressure and

horizontal bearing pressure will be dependent on the depth of the pipe invert. An

allowable lateral earth pressure of 100 kPa and an allowable vertical soil bearing

capacity of 75 kPa can be used provided that invert of the pipe is placed at a minimum

depth of 2.4 m.

The above values are provided on the assumptions that the thrust blocks are placed

against undisturbed soil bearing surfaces.

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

deleterious materials, such as loose, frozen or disturbed soil have been removed in the

dry prior to the placement of concrete.

6.6 Groundwater Control

Due to the relatively impervious nature of the silty clay materials, it is anticipated that

groundwater infiltration into the excavations should be low and controllable using open

sumps. A perched groundwater condition may be encountered within the silty sand

deposit which may produce significant temporary groundwater infiltration levels.

Pumping from open sumps should be sufficient to control the groundwater influx

through the sides of shallow excavations.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 19

A temporary MOE permit to take water (PTTW) will be required for this project if more

than 50,000 L/day are to be pumped during the construction phase. At least 3 to

4 months should be allowed for completion of the application and issuance of the

permit by the MOE.

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.

6.7 Winter Construction

The subsoil conditions at this site mostly consist of frost susceptible materials. In

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

and settlement upon thawing could occur. Precautions should be taken if winter

construction is considered for this project.

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.

The trench excavations should be carried out in a manner that will avoid the

introduction of frozen materials into the trenches. As well, pavement construction is

difficult during winter. The subgrade consists of frost susceptible soils which will

experience total and differential frost heaving as the work takes place. In addition, the

introduction of frost, snow or ice into the pavement materials, which is difficult to avoid,

could adversely affect the performance of the pavement structure. Additional

information could be provided, if required.

6.8 Landscaping Considerations

Tree Planting Restrictions

The current phase of the proposed development is located in an area of highly

sensitive silty clay deposits for tree planting. It is expected that the combination of the

proposed finished grades and the thickness of the underlying weathered clay crust will

provide approximately 3 to 4 m thick buffer to the underlying firm silty clay deposit.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 20

Tree planting for this subject development should be limited to low water demand trees.

The minimum permissible distance from the foundation will depend on the nature of the

tree, the depth of the clay crust and the final grade raise in relation to the permissible

grade raise. A minimum permissible distance of 5 m from the foundation wall is

recommended for a tree planting setback.

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

landscaping design.

Swimming Pools

The in-situ soils are considered to be acceptable for swimming pools. Above ground

swimming pools must be placed at least 4 m away from the residence foundation and

neighbouring foundations. Otherwise, pool construction is considered routine, and can

be constructed in accordance with the manufacturer`s requirements.

Aboveground Hot Tubs

If consideration is given to construction of an aboveground hot tub, a geotechnical

consultant should be retained by the homeowner to review the site conditions.

Additional grading around the hot tub should not exceed permissible grade raises.

Otherwise, hot tub construction is considered routine, and can be constructed in

accordance with the manufacturer’s specifications.

Installation of Decks or Additions

If consideration is given to construction of a deck or addition, a geotechnical consultant

should be retained by the homeowner to review the site conditions. Additional grading

around proposed deck or addition should not exceed permissible grade raises.

Otherwise, standard construction practices are considered acceptable.

6.9 Corrosion Potential and Sulphate

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

These results are indicative that Type 10 Portland cement (normal cement) would be

appropriate for this site. The results of the chloride content, pH and resistivity indicate

the presence of a non-aggressive to slightly aggressive environment for exposed

ferrous metals at this site.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 21

7.0 RECOMMENDATIONS

It is recommended that the following be completed once the master plan and site

development are determined:

� Review detailed grading plan(s) from a geotechnical perspective.

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

� 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 ensure that the specified level of compaction has been

achieved.

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

A report confirming that the above program has been conducted in general accordance

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

a satisfactory material testing and observation program by the geotechnical consultant.

patersongroup Geotechnical Investigation

Ottawa Kingston North Bay Proposed Residential DevelopmentRenaud Road - Ottawa

Report: PG2392-1March 12, 2012 Page 22

8.0 STATEMENT OF LIMITATIONS

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

understanding of the project. We request that we be permitted to review the grading

plan once available and our recommendations when the drawings and specifications

are complete.

A geotechnical investigation of this nature 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. The

extent of the limited area depends on the soil, bedrock and groundwater conditions, as

well the history of the site reflecting natural, construction, and other activities. Should

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

we request notification immediately in order to permit reassessment of our

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 Minto

Communities (Minto) 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.

Richard Groniger, Technologist. David J. Gilbert, P.Eng.

Report Distribution:

� Minto Communities (3 copies)

� Paterson Group (1 copy)

APPENDIX 1

SOIL PROFILE AND TEST DATA SHEETS

SYMBOLS AND TERMS

UNIDIMENSIONAL CONSOLIDATION TEST RESULTS

ATTERBERG LIMITS’ RESULTS

ANALYTICAL TESTING RESULTS

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

GROUND SURFACE

%

TYPE

2

1

100

83

100

67

3

4

SS 2

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 27.7m depth.

3

STRATA PLOT

Firm, grey SILTY CLAY

Stiff to firm, brown SILTYCLAY

Very loose, brown SILTYSAND

9.60

2.10

0.20

TW

TW

SS

DATUM

SOIL DESCRIPTION

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Consulting

HOLE NO.

Pen. Resist. Blows/0.3m

85.87

84.87

83.87

82.87

81.87

80.87

79.87

78.87

77.87

76.87

75.87

74.87

73.87

72.87

71.87

70.87

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

Prop. Residential Development-Trails Edge Phase 2

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

or RQD

Undisturbed

Shear Strength (kPa)

BH 1

ELEV.

Constr

uction

NUMBER

Ottawa, Ontario

SAMPLEDEPTH

20 40 60 80 100

RECOVERY

DATE

FILE NO.

Geotechnical Investigation

N VALUE

16 August 2011

NUMBER

Ottawa, Ontario

ELEV.

BH 1

Undisturbed

or RQD

Constr

uction

28.45

(GWL @ 1.6m depth based onfield observations)

End of Borehole

Practical cone refusal @28.45m depth

SAMPLEDEPTH

TYPE

%

STRATA PLOT

15

16

17

18

19

20

21

22

23

24

25

26

27

28

SOIL PROFILE AND TEST DATA

16 August 2011

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

CME 55 Power Auger

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG2392

SOIL DESCRIPTION

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

REMARKS

Shear Strength (kPa)

DATUM FILE NO.

GROUND SURFACE

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

70.87

69.87

68.87

67.87

66.87

65.87

64.87

63.87

62.87

61.87

60.87

59.87

58.87

57.87

DEPTH

TYPE

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

GROUND SURFACE

%

4

3

2

1

100

100

33 1

TW

AU

SS

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 26.6m depth.

Firm, grey SILTY CLAY

Stiff, brown SILTY CLAY

Very loose, brown SILTYSAND

9.60

1.501.37

TW

DATUM

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

(m)

STRATA PLOT SAMPLE

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

86.88

85.88

84.88

83.88

82.88

81.88

80.88

79.88

78.88

77.88

76.88

75.88

74.88

73.88

72.88

71.88

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

Consulting SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

Constr

uction

SOIL DESCRIPTION

Undisturbed

BH 2

or RQD

Ottawa, Ontario

ELEV.

N VALUE

20 40 60 80 100

FILE NO.

NUMBER

Shear Strength (kPa)

RECOVERY

DATE 16 August 2011

Geotechnical Investigation

DEPTH50 mm Dia. Cone

26.69End of Borehole

Practical cone refusal @26.69m depth

(GWL @ 1.21m-Feb. 29/12)

SOIL PROFILE AND TEST DATA

TYPE

%

STRATA PLOT

15

16

17

18

19

20

21

22

23

24

25

26

HOLE NO.

CME 55 Power Auger

Prop. Residential Development-Trails Edge Phase 2

DATUM

BORINGS BY

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

SAMPLE

Consulting

(m)

Engineers

20 40 60 80

PG2392

(m)

REMARKS

Shear Strength (kPa)

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

FILE NO.

SOIL DESCRIPTION

71.88

70.88

69.88

68.88

67.88

66.88

65.88

64.88

63.88

62.88

61.88

60.88

Pen. Resist. Blows/0.3m

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

NUMBER

Ottawa, Ontario

ELEV.

BH 216 August 2011

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

GROUND SURFACE

%

TYPE

4

3

2

1

100

100

92SS

TW

1

AUSTRATA PLOT

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 26.2m depth.

Firm, grey SILTY CLAY

Stiff to firm, brown SILTYCLAY

Very loose, brown SILTYSAND

9.60

2.10

0.69

TW

DATUM

SOIL DESCRIPTION

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Consulting

HOLE NO.

Pen. Resist. Blows/0.3m

86.22

85.22

84.22

83.22

82.22

81.22

80.22

79.22

78.22

77.22

76.22

75.22

74.22

73.22

72.22

71.22

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

Prop. Residential Development-Trails Edge Phase 2

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

or RQD

Undisturbed

Shear Strength (kPa)

BH 3

ELEV.

Constr

uction

NUMBER

Ottawa, Ontario

SAMPLEDEPTH

20 40 60 80 100

RECOVERY

DATE

FILE NO.

Geotechnical Investigation

N VALUE

16 August 2011

BH 3

DEPTHSAMPLE

Ottawa, Ontario

16 August 2011

NUMBER

Undisturbed

or RQD

Constr

uction

ELEV.

27.56End of Borehole

Practical cone refusal @27.56m depth

(GWL @ 1.6m depth based onfield observations)

15

16

17

18

19

20

21

22

23

24

25

26

27

TYPE

%

STRATA PLOT

SOIL PROFILE AND TEST DATA

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

CME 55 Power Auger

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG2392

SOIL DESCRIPTION

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

REMARKS

Shear Strength (kPa)

DATUM FILE NO.

GROUND SURFACE

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

71.22

70.22

69.22

68.22

67.22

66.22

65.22

64.22

63.22

62.22

61.22

60.22

59.22

Ottawa, Ontario

TYPE

139

GROUND SURFACE

SAMPLE

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

STRATA PLOT

%

10.400.25

TW

TW

SS

AU

8.38

2

TOPSOIL

3

139

2.90

Inferred SILTY CLAY

Dynamic Cone Penetration Testcommenced @ 8.38m depth.Cone pushed to 22.5m depth.

Firm, grey SILTY CLAY

Very stiff to stiff, brown SILTYCLAY

Brown SILTY SAND

Consulting

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

Prop. Residential Development-Trails Edge Phase 2

DEPTH

DATUM

BORINGS BY

50 mm Dia. Cone

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

(m)

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

or RQD

HOLE NO.

14 February 2012

Undisturbed

NUMBER

BH 4

ELEV.Pen. Resist. Blows/0.3m

Shear Strength (kPa)

FILE NO.

Constr

uction

86.60

85.60

84.60

83.60

82.60

81.60

80.60

79.60

78.60

77.60

76.60

75.60

74.60

73.60

72.60

71.60

SOIL DESCRIPTION

RECOVERY

N VALUE

20 40 60 80 100

DATE

Geotechnical Investigation

Constr

uction

ELEV.

BH 4

NUMBER

Undisturbed

or RQD

14 February 2012

STRATA PLOT

22.50End of Borehole

Practical DCPT refusal @22.50m depth

(GWL @ 2.2m depth based onfield observations)

TYPE

%

Ottawa, Ontario

15

16

17

18

19

20

21

22

DEPTHSAMPLE

Consulting

(m)

Engineers

20 40 60 80

PG2392Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

SOIL PROFILE AND TEST DATA

REMARKS

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

(m)

Pen. Resist. Blows/0.3m

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

FILE NO.

Shear Strength (kPa)

SOIL DESCRIPTION

CME 55 Power Auger

71.60

70.60

69.60

68.60

67.60

66.60

65.60

64.60

GROUND SURFACE

HOLE NO.

Prop. Residential Development-Trails Edge Phase 2

DATUM

BORINGS BY

120

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

GROUND SURFACE

%

TYPE

83SS

AU

AU

5

4

3

2

TW 100

0.20

7

1

120

TW

STRATA PLOT

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 21.6m depth.

Firm, grey SILTY CLAY

Very stiff to stiff, brown SILTYCLAY

TOPSOIL

9.60

2.90

DATUM

SOIL DESCRIPTION

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Consulting

HOLE NO.

Pen. Resist. Blows/0.3m

87.07

86.07

85.07

84.07

83.07

82.07

81.07

80.07

79.07

78.07

77.07

76.07

75.07

74.07

73.07

72.07

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

Prop. Residential Development-Trails Edge Phase 2

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

or RQD

Undisturbed

Shear Strength (kPa)

BH 5

ELEV.

Constr

uction

NUMBER

Ottawa, Ontario

SAMPLEDEPTH

20 40 60 80 100

N VALUE

RECOVERY

DATE

Geotechnical Investigation

FILE NO.

10 February 2012

NUMBER

Ottawa, Ontario

ELEV.DEPTH

BH 5

Undisturbed

or RQD

Constr

uction

22.78End of Borehole

Practical DCPT refusal @22.78m depth.

(GWL @ 2.2m depth based onfield observations)

SAMPLE

TYPE

%

STRATA PLOT

15

16

17

18

19

20

21

22

SOIL PROFILE AND TEST DATA

10 February 2012

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

CME 55 Power Auger

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG2392

SOIL DESCRIPTION

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

REMARKS

Shear Strength (kPa)

DATUM FILE NO.

GROUND SURFACE

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

72.07

71.07

70.07

69.07

68.07

67.07

66.07

65.07

116

159

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

GROUND SURFACE

STRATA PLOT

TYPE

%

75

SS

AUAU

5

4

3

2

TW 100

0.25

6

1

116

159

TW

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 22.9m depth.

Stiff to firm, grey SILTY CLAY

Very stiff to stiff, brown SILTYCLAY

TOPSOIL

9.60

2.90

DATUM

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

(m)DEPTH

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

86.91

85.91

84.91

83.91

82.91

81.91

80.91

79.91

78.91

77.91

76.91

75.91

74.91

73.91

72.91

71.91

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

Consulting SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

Constr

uction

or RQD

SOIL DESCRIPTION

NUMBER

Undisturbed

Ottawa, Ontario

SAMPLEELEV.

Geotechnical Investigation

N VALUE

RECOVERY

20 40 60 80 100

FILE NO.

BH 6

Shear Strength (kPa)

DATE 13 February 2012

Constr

uction

ELEV.

BH 6

NUMBER

Undisturbed

or RQD

13 February 2012

STRATA PLOT

23.11End of Borehole

Practical DCPT refusal @23.11m depth

(GWL @ 2.2m depth based onfield observations)

TYPE

%

Ottawa, Ontario

15

16

17

18

19

20

21

22

23

DEPTHSAMPLE

Consulting

(m)

Engineers

20 40 60 80

PG2392Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

SOIL PROFILE AND TEST DATA

REMARKS

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

(m)

Pen. Resist. Blows/0.3m

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

FILE NO.

Shear Strength (kPa)

SOIL DESCRIPTION

CME 55 Power Auger

71.91

70.91

69.91

68.91

67.91

66.91

65.91

64.91

63.91

GROUND SURFACE

HOLE NO.

Prop. Residential Development-Trails Edge Phase 2

DATUM

BORINGS BY

179

129

STRATA PLOT

GROUND SURFACE

%

3

2

1

100

100

100

67 7

TW

Very stiff to stiff, brown SILTYCLAY

129

4

Firm, grey SILTY CLAY

SS

Loose, brown SILTY SAND

TOPSOIL

9.60

3.30

0.300.20

TW

TW

179

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 23.5m depth.

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Shear Strength (kPa)

DATUM

Consulting

TYPE

Prop. Residential Development-Trails Edge Phase 2

Pen. Resist. Blows/0.3m

87.15

86.15

85.15

84.15

83.15

82.15

81.15

80.15

79.15

78.15

77.15

76.15

75.15

74.15

73.15

72.15

SOIL DESCRIPTION

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

HOLE NO.

50 mm Dia. Cone

Ottawa, Ontario

or RQD

Undisturbed

NUMBER

BH 7

FILE NO.

ELEV.SAMPLE

DEPTH

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

1520 40 60 80 100

N VALUE

Geotechnical Investigation

RECOVERY

DATE 17 August 2011

Constr

uction

BH 7

DEPTHSAMPLE

Ottawa, Ontario

17 August 2011

NUMBER

Undisturbed

or RQD

Constr

uction

ELEV.

24.84End of Borehole

Practical cone refusal @24.84m depth

(GWL @ 2.3m depth based onfield observations)

15

16

17

18

19

20

21

22

23

24

TYPE

%

STRATA PLOT

SOIL PROFILE AND TEST DATA

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

CME 55 Power Auger

Consulting

(m)

Engineers

20 40 60 80

BORINGS BY

(m)50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG2392

SOIL DESCRIPTION

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

REMARKS

Shear Strength (kPa)

DATUM FILE NO.

GROUND SURFACE

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

72.15

71.15

70.15

69.15

68.15

67.15

66.15

65.15

64.15

63.15

129

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

GROUND SURFACE

STRATA PLOT

%

TYPE

AU

4

3

2

1

100

83TW

TW

8

129

SS

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 19.8m depth.

Firm, grey SILTY CLAY

Very stiff to stiff, brown SILTYCLAY

TOPSOIL

9.60

2.90

0.25

DATUM

SOIL DESCRIPTION

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Consulting

HOLE NO.

Pen. Resist. Blows/0.3m

86.93

85.93

84.93

83.93

82.93

81.93

80.93

79.93

78.93

77.93

76.93

75.93

74.93

73.93

72.93

71.93

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

Prop. Residential Development-Trails Edge Phase 2

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

or RQD

Undisturbed

Shear Strength (kPa)

BH 8

ELEV.

Constr

uction

NUMBER

Ottawa, Ontario

SAMPLEDEPTH

20 40 60 80 100

RECOVERY

DATE

FILE NO.

Geotechnical Investigation

N VALUE

9 February 2012

15

16

17

18

19

20

21

22

23

24

SAMPLE

STRATA PLOT

%

TYPE

Undisturbed

NUMBER

BH 8

ELEV.DEPTH

Ottawa, Ontario

End of Borehole

Practical DCPT refusal @24.00m depth.

(GWL @ 2.2m depth based onfield observations)

24.00

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.DATUM

(m)

ConsultingEngineers

CME 55 Power Auger

20 40 60 80

REMARKS

BORINGS BY

or RQD

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

50 mm Dia. Cone

SOIL PROFILE AND TEST DATA

(m)

PG2392

Pie

zom

ete

r

9 February 2012DATE

Constr

uction

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Geotechnical Investigation

71.93

70.93

69.93

68.93

67.93

66.93

65.93

64.93

63.93

62.93

GROUND SURFACE

SOIL DESCRIPTION

Shear Strength (kPa)

FILE NO.

RECOVERY

N VALUE

20 40 60 80 100

Pen. Resist. Blows/0.3m

110

STRATA PLOT

GROUND SURFACE

%

AU

4

3

2

1

100

100

100

TW

8

110

SS

TW

Dynamic Cone Penetration Testcommenced at 9.60m depth.Cone pushed to 19.8m depth.

Firm, grey SILTY CLAY

Very stiff to stiff, brown SILTYCLAY

TOPSOIL

9.60

2.90

0.23

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Shear Strength (kPa)

DATUM

Consulting

TYPE

Prop. Residential Development-Trails Edge Phase 2

Pen. Resist. Blows/0.3m

86.96

85.96

84.96

83.96

82.96

81.96

80.96

79.96

78.96

77.96

76.96

75.96

74.96

73.96

72.96

71.96

SOIL DESCRIPTION

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

HOLE NO.

50 mm Dia. Cone

Ottawa, Ontario

or RQD

Undisturbed

NUMBER

FILE NO.

BH 9

SAMPLEDEPTH

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

DATE

N VALUE

RECOVERY

ELEV.

20 40 60 80 100

Geotechnical Investigation

10 February 2012

Constr

uction

%

TYPE

SAMPLE

Ottawa, Ontario

STRATA PLOT

DEPTH

15

16

17

18

19

20

21

22

23

24

25

26End of Borehole

Practical DCPT refusal @26.16m depth.

(GWL @ 2.2m depth based onfield observations)

26.16

ELEV.

BORINGS BY

(m)

Consulting

CME 55 Power Auger

REMARKS

Engineers

DATUM Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

50 mm Dia. Cone

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Constr

uction

10 February 2012

or RQD

Undisturbed

NUMBER

BH 9

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

71.96

70.96

69.96

68.96

67.96

66.96

65.96

64.96

63.96

62.96

61.96

60.96

SOIL DESCRIPTION

FILE NO.

GROUND SURFACE RECOVERY

N VALUE

20 40 60 80 100

DATE

Geotechnical Investigation

Shear Strength (kPa)

179

139

STRATA PLOT

GROUND SURFACE

%

SS

AU

3

2

2

1

92 7

0.20

179

139

TW

TW

Dynamic Cone Penetration Testcommenced @ 25.27m depth.Cone pushed to 22.7m depth.

Firm, grey SILTY CLAY

Very stiff to stiff, brown SILTYCLAY

Brown SILTY CLAY withsand, trace gravel

TOPSOIL

9.60

3.30

0.69

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Shear Strength (kPa)

DATUM

Consulting

TYPE

Prop. Residential Development-Trails Edge Phase 2

Pen. Resist. Blows/0.3m

86.97

85.97

84.97

83.97

82.97

81.97

80.97

79.97

78.97

77.97

76.97

75.97

74.97

73.97

72.97

71.97

SOIL DESCRIPTION

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

HOLE NO.

50 mm Dia. Cone

Ottawa, Ontario

or RQD

Undisturbed

NUMBER

BH10

FILE NO.

ELEV.SAMPLE

DEPTH

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

1520 40 60 80 100

N VALUE

Geotechnical Investigation

RECOVERY

DATE 17 August 2011

Constr

uction

15

16

17

18

19

20

21

22

23

24

25

DEPTHSAMPLE

NUMBER

Constr

uction

Ottawa, Ontario

Undisturbed

BH10

ELEV.

or RQD

STRATA PLOT

End of Borehole

Practical cone refusal @25.27m depth

(GWL @ 2.3m depth based onfield observations)

25.27

%

TYPE

(m)

BORINGS BY

REMARKS

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

CME 55 Power Auger

Consulting

(m)

Engineers

Water Content %

Remoulded

patersongroup

20 40 60 80

Pie

zom

ete

r

PG2392

50 mm Dia. Cone

SOIL PROFILE AND TEST DATA

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

20 40 60 80 100

DATE

Geotechnical Investigation

RECOVERY

17 August 2011

HOLE NO.

DATUM

N VALUE

Prop. Residential Development-Trails Edge Phase 2

GROUND SURFACE

Pen. Resist. Blows/0.3m

71.97

70.97

69.97

68.97

67.97

66.97

65.97

64.97

63.97

62.97

61.97

SOIL DESCRIPTION

Shear Strength (kPa)

FILE NO.

169

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

GROUND SURFACE

%

TYPE

3

21

100

100

83 12

5

AU

Firm, grey SILTY CLAY

STRATA PLOT

169

4

Dynamic Cone Penetration Testcommenced @ 9.60m depth.Cone pushed to 20.4m depth.

Very stiff to stiff, brown SILTYCLAY

TOPSOIL

9.60

2.90

0.25

TW

TW

SS

AU

DATUM

SOIL DESCRIPTION

CME 55 Power Auger

Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

REMARKS

BORINGS BY

Consulting

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

87.17

86.17

85.17

84.17

83.17

82.17

81.17

80.17

79.17

78.17

77.17

76.17

75.17

74.17

73.17

72.17

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

SOIL PROFILE AND TEST DATA

(m)

PG2392

20 40 60 80

Engineers

(m)

or RQD

Undisturbed

NUMBER

Shear Strength (kPa)

Constr

uction

BH11

Ottawa, Ontario

SAMPLEDEPTH

N VALUE

DATE

RECOVERY

ELEV.

Geotechnical Investigation

20 40 60 80 100

9 February 2012

FILE NO.

Undisturbed

Ottawa, Ontario

ELEV.

NUMBER

DEPTH

or RQD

Constr

uction

9 February 2012 BH11

21.28End of Borehole

Practical DCPT refusal @21.28m depth.

(GWL @ 2.3m depth based onfield observations)

SAMPLE

TYPE

%

STRATA PLOT

15

16

17

18

19

20

21

SOIL PROFILE AND TEST DATA

CME 55 Power Auger

Consulting

(m)

Engineers

20 40 60 80

REMARKS

(m)

BORINGS BY

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG2392

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

FILE NO.Ground surface provided by Annis, O'Sullivan, Vollebekk Limited.

SOIL DESCRIPTION

Shear Strength (kPa)

GROUND SURFACE

Prop. Residential Development-Trails Edge Phase 2

HOLE NO.

Pen. Resist. Blows/0.3m

72.17

71.17

70.17

69.17

68.17

67.17

66.17

DATUM

SAMPLEDEPTH

0

1

2

3

4

5

6

7

8

9

GROUND SURFACE

STRATA PLOT

%

TYPE

1

100

100

100

1

23

4

3

TW

End of Borehole

(Based on soil sampleobservations, GWL @ 2.3mdepth)

Firm, brown SILTY CLAY

- soft to firm and grey by 2.8mdepth

Very loose, light brown SILTYSAND

9.60

2

TW

TW

SS

SS

SS

AU

7

6

5

1.37

Pen. Resist. Blows/0.3m

CME 850 Power Auger

REMARKS

BORINGS BY

(m)

Proposed Residential Development-Renaud Road

HOLE NO.

50 mm Dia. Cone

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

Consulting

DATUM

SOIL PROFILE AND TEST DATA

(m)

PG1605

20 40 60 80

Engineers

BH 1-09

Constr

uction

Undisturbed

NUMBER

or RQD

ELEV.

Ottawa, Ontario

SOIL DESCRIPTION

RECOVERY

FILE NO.

N VALUE

Shear Strength (kPa)

DATE

20 40 60 80 100

Geotechnical Investigation

12 May 2009

BH 1B-09

SAMPLE

Ottawa, Ontario

12 May 2009

0

1

2

3

NUMBER

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

ELEV.

1TW

3.05

3.66

OVERBURDEN

Grey SILTY CLAY

End of Borehole

DEPTH

TYPE

%

STRATA PLOT

SOIL PROFILE AND TEST DATA

REMARKS

Consulting

(m)

Engineers

20 40 60 80

(m)

BORINGS BY

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG1605FILE NO.

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

CME 850 Power Auger

RECOVERY

Shear Strength (kPa)

Proposed Residential Development-Renaud Road

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

DATUM

0

1

2

3

4

5

6

7

8

9

GROUND SURFACE

%

TYPE

4

TW

SS

SS

AU

5

4

3

2 50

1.52

10

1STRATA PLOT

TW

0.10

End of Borehole

(Based on soil sampleobservations, GWL @ 2.3mdepth)

Firm, brown SILTY CLAY

- grey by 2.8m depth

Loose, brown to red-brownSILTY SAND

TOPSOIL

9.60

CME 850 Power Auger

REMARKS

BORINGS BY

Shear Strength (kPa)

DATUM

(m)

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

Consulting SOIL PROFILE AND TEST DATA

(m)

PG1605

20 40 60 80

Engineers

Proposed Residential Development-Renaud Road

or RQD

Undisturbed

NUMBER

FILE NO.

BH 2-09

Ottawa, Ontario

SAMPLEDEPTH

N VALUE

DATE

RECOVERY

ELEV.

Constr

uction

20 40 60 80 100

Geotechnical Investigation

12 May 2009

104

STRATA PLOT

GROUND SURFACE

%4SS

SS

AU

4

3

2

10.08

75

0.60

4

100

104

TW

End of Borehole

(Based on soil sampleobservations, GWL @ 3.6mdepth)

- grey by 4.1m depth

- firm by 4.6m depth

Very stiff to stiff, brown SILTYCLAY

Loose, brown SILTY SANDTOPSOIL

9.60

FILE NO.

CME 850 Power Auger

REMARKS

BORINGS BY

DATUM

Consulting

TYPE

Proposed Residential Development-Renaud Road

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Shear Strength (kPa)

Water Content %

Remoulded

patersongroup154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Pie

zom

ete

r

50 mm Dia. Cone

HOLE NO.

SOIL PROFILE AND TEST DATA

(m)

PG1605

20 40 60 80

Engineers

(m)

Ottawa, Ontario

or RQD

Undisturbed

NUMBER

BH 3-09

ELEV.SAMPLE

DEPTH

0

1

2

3

4

5

6

7

8

9

DATE

20 40 60 80 100

N VALUE

RECOVERY

Geotechnical Investigation

12 May 2009

Constr

uction

BH 3B-09

SAMPLE

Ottawa, Ontario

12 May 2009

0

1

2

3

4

5

NUMBER

Undisturbed

or RQD

Constr

uction

GROUND SURFACE

ELEV.

1TW

4.57

5.18

OVERBURDEN

Grey SILTY CLAY

End of Borehole

DEPTH

TYPE

%

STRATA PLOT

SOIL PROFILE AND TEST DATA

REMARKS

Consulting

(m)

Engineers

20 40 60 80

(m)

BORINGS BY

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG1605FILE NO.

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

CME 850 Power Auger

RECOVERY

Shear Strength (kPa)

Proposed Residential Development-Renaud Road

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

DATUM

GROUND SURFACE0

1

DEPTHSAMPLE

STRATA PLOT

ELEV.

HA 1-09

NUMBER

Undisturbed

or RQD

Constr

uction

Ottawa, Ontario

128

0.28

0.71

1.50

TOPSOIL

Brown SILTY fine SAND

Very stiff, brown SILTY CLAY

End of Hand Auger Hole

137

128

137

TYPE

%

(m)

REMARKS

Hand Auger

Consulting

(m)

Engineers

PG1605

SOIL PROFILE AND TEST DATA

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

20 40 60 80N VALUE

11 May 2009

Geotechnical Investigation

BORINGS BY

20 40 60 80 100

Proposed Residential Development-Renaud Road

DATUM

DATE

RECOVERY

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Shear Strength (kPa)

FILE NO.

GROUND SURFACE0

1

DEPTHSAMPLE

STRATA PLOT

ELEV.

HA 2-09

NUMBER

Undisturbed

or RQD

Constr

uction

Ottawa, Ontario

128

0.30

0.40

1.60

TOPSOIL

Brown SILTY fine SAND

Very stiff, brown SILTY CLAY

End of Hand Auger Hole

128

128

128

TYPE

%

(m)

REMARKS

Hand Auger

Consulting

(m)

Engineers

PG1605

SOIL PROFILE AND TEST DATA

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

20 40 60 80N VALUE

11 May 2009

Geotechnical Investigation

BORINGS BY

20 40 60 80 100

Proposed Residential Development-Renaud Road

DATUM

DATE

RECOVERY

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Shear Strength (kPa)

FILE NO.

ELEV.DEPTHSAMPLE

Ottawa, Ontario

HA 3-09

NUMBER

Undisturbed

or RQD

Constr

uction

0.25

1.60

TOPSOIL

Very stiff, brown SILTY CLAY

End of Hand Auger Hole

128

0

1128

128

TYPE

%

STRATA PLOT

128

SOIL PROFILE AND TEST DATA

REMARKS

Hand Auger

Consulting

(m)

Engineers

20 40 60 80

(m)50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG1605

11 May 2009

Geotechnical Investigation

DATE

20 40 60 80 100

BORINGS BY

RECOVERY

GROUND SURFACE

DATUM

N VALUE

FILE NO.

Proposed Residential Development-Renaud Road

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Shear Strength (kPa)

GROUND SURFACE0

1

DEPTHSAMPLE

STRATA PLOT

ELEV.

HA 4-09

NUMBER

Undisturbed

or RQD

Constr

uction

Ottawa, Ontario

128

0.25

0.35

1.56

TOPSOIL

Brown SILTY fine SAND

Very stiff, brown SILTY CLAY

End of Hand Auger Hole

128

128

128

TYPE

%

(m)

REMARKS

Hand Auger

Consulting

(m)

Engineers

PG1605

SOIL PROFILE AND TEST DATA

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

20 40 60 80N VALUE

11 May 2009

Geotechnical Investigation

BORINGS BY

20 40 60 80 100

Proposed Residential Development-Renaud Road

DATUM

DATE

RECOVERY

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Shear Strength (kPa)

FILE NO.

0.30

1.60

TOPSOIL

Very stiff, brown SILTY CLAY

End of Hand Auger Hole

128

128

128

128

TYPE

%

STRATA PLOT

0

1

DEPTHSAMPLE

Ottawa, Ontario

ELEV.

HA 5-09

NUMBER

Undisturbed

or RQD

Constr

uction

(m)

BORINGS BY

REMARKS

Hand Auger

Consulting

(m)

Engineers

PG1605

SOIL PROFILE AND TEST DATA

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

20 40 60 80

Shear Strength (kPa)

11 May 2009

Geotechnical Investigation

DATE

20 40 60 80 100

N VALUE

RECOVERY

FILE NO.

GROUND SURFACE

DATUM

Proposed Residential Development-Renaud Road

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

GROUND SURFACE0

1

DEPTHSAMPLE

STRATA PLOT

ELEV.

HA 6-09

NUMBER

Undisturbed

or RQD

Constr

uction

Ottawa, Ontario

128

0.30

0.50

1.60

TOPSOIL

Brown SILTY CLAY withsand

Very stiff, brown SILTY CLAY

End of Hand Auger Hole

128

128

128

TYPE

%

(m)

REMARKS

Hand Auger

Consulting

(m)

Engineers

PG1605

SOIL PROFILE AND TEST DATA

50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

20 40 60 80N VALUE

11 May 2009

Geotechnical Investigation

BORINGS BY

20 40 60 80 100

Proposed Residential Development-Renaud Road

DATUM

DATE

RECOVERY

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Shear Strength (kPa)

FILE NO.

ELEV.DEPTHSAMPLE

Ottawa, Ontario

HA 7-09

NUMBER

Undisturbed

or RQD

Constr

uction

0.25

1.60

TOPSOIL

Very stiff, brown SILTY CLAY

End of Hand Auger Hole

128

0

1128

128

TYPE

%

STRATA PLOT

128

SOIL PROFILE AND TEST DATA

REMARKS

Hand Auger

Consulting

(m)

Engineers

20 40 60 80

(m)50 mm Dia. Cone

Pie

zom

ete

r

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

patersongroup

Remoulded

Water Content %

PG1605

11 May 2009

Geotechnical Investigation

DATE

20 40 60 80 100

BORINGS BY

RECOVERY

GROUND SURFACE

DATUM

N VALUE

FILE NO.

Proposed Residential Development-Renaud Road

HOLE NO.

Pen. Resist. Blows/0.3m

SOIL DESCRIPTION

Shear Strength (kPa)

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.

2

1.80

2.15

2.20

2.05

2.00

1.95

1.90

1.85

1.70

1.75

5 10 2 5 100

2.10

Sample Depth

3

3.61

82.26 mSample Elev.

Sample No.

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

p'

Geotechnical Investigation - Prop. Residential

Development-Trails Edge Phase 2

EngineersConsultingpatersongroup

PG2392

2.184

Minto Communities Inc.

DATE

FILE NO.

PROJECT

CLIENT

p'

08/23/2011

Cc

Ccr

Void Ratio

OC Ratio

Unit Wt.

cTW 3

oBH 1

15.5

TESTCONSOLIDATION

kN/m

%

kPa

Wom

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

79.4

1.428

0.021

1.9

76

40 kPa

5

1.95

2.35

2.40

2.25

2.20

2.15

2.10

2

2.00

100

1.90

1.85

1.805 10 2

2.30

2.05

Sample No.

2.79

83.43 m

p'

2.406

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

08/23/2011

Sample Elev.

Minto Communities Inc.

EngineersConsultingpatersongroup

Geotechnical Investigation - Prop. Residential

Development-Trails Edge Phase 2

DATE

FILE NO.

PROJECT

CLIENT

TEST

PG2392

Ccr

Void Ratio

OC Ratio

BH 3

c

3

o

Unit Wt.

p' 1.676

CONSOLIDATION

kN/m

%

kPa

kPa

m

Cc

87.5Wo

0.030

2.2

76

35

TW 3

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

15.2

1005

2.00

2.30

2.35

2.40

2.45

2.20

2.15

2.10

2

2.05

2.25

1.95

1.905 10 2

Sample No.

5.85

81.22 m

p'

2.46

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

02/19/2012

Sample Elev.

Minto Communities Inc.

EngineersConsultingpatersongroup

Geotechnical Investigation - Prop. Residential

Development-Trails Edge Phase 2

DATE

FILE NO.

PROJECT

CLIENT

TEST

PG2392

Ccr

Void Ratio

OC Ratio

BH 5

c

3

o

Unit Wt.

p' 1.912

CONSOLIDATION

kN/m

%

kPa

kPa

m

Cc

89.5Wo

0.018

1.7

106

63

TW 5

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

15.0

22

1.60

1.95

2.00

2.05

1.85

1.80

1.75

100

1.65

5

1.55

1.50

1.455 10

1.90

1.70

Sample No.

4.36

82.79 m

p'

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

08/23/2011

3Sample Elev.

Minto Communities Inc.

EngineersConsultingpatersongroup

Geotechnical Investigation - Prop. Residential

Development-Trails Edge Phase 2

DATE

FILE NO.

PROJECT

CLIENT

CONSOLIDATION

PG2392

2.043Void Ratio

OC Ratio

BH 7

cp' Cc

Wo

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

o

1.643

kN/m

%

kPa

kPa

m

Ccr

74.3

TEST

0.016

1.7

90

53

TW 2

Unit Wt. 15.7

22

2.20

2.55

2.60

2.65

2.45

2.40

2.35

100

2.25

5

2.15

2.10

2.055 10

2.50

2.30

Sample No.

4.33

82.63 m

p'

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

02/19/2012

3Sample Elev.

Minto Communities Inc.

EngineersConsultingpatersongroup

Geotechnical Investigation - Prop. Residential

Development-Trails Edge Phase 2

DATE

FILE NO.

PROJECT

CLIENT

CONSOLIDATION

PG2392

2.634Void Ratio

OC Ratio

BH 9

cp' Cc

Wo

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

o

4.008

kN/m

%

kPa

kPa

m

Ccr

95.8

TEST

0.021

2.0

106

53

TW 3

Unit Wt. 15.0

5

2.00

2.40

2.45

2.30

2.25

2.20

2.15

2

2.05

100

1.95

1.90

1.855 10 2

2.35

2.10

Sample No.

4.32

82.85 m

p'

2.472

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

02/17/2012

Sample Elev.

Minto Communities Inc.

EngineersConsultingpatersongroup

Geotechnical Investigation - Prop. Residential

Development-Trails Edge Phase 2

DATE

FILE NO.

PROJECT

CLIENT

TEST

PG2392

Ccr

Void Ratio

OC Ratio

BH11

c

3

o

Unit Wt.

p' 2.735

CONSOLIDATION

kN/m

%

kPa

kPa

m

Cc

89.9Wo

0.027

1.6

85

53

TW 4

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

15.1

Minto Communities Inc.

2.40

2.45

2.50

EngineersConsultingpatersongroup

2.30

Geotechnical Investigation - Proposed Residential

Development-Renaud Road

2.25

DATE

FILE NO.

PROJECT

CLIENT

5 10 2 5 100 2

PG1605

2.35

1.80

1.85

1.90

1.95

2.00

2.05

2.10

2.15

2.20

2.983

BH 1-09

OC Ratio

Void Ratio

Ccr

Cc

Wo

Unit Wt.

TW 5

57

68

0.040o

90.8

14.8

m

kPa

kPa

%

kN/m

CONSOLIDATIONTEST

2.497 3

1.2

VOID

RATIO

05/29/09

5.03

m

p'

Sample Elev.

Sample Depth

Sample No.

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

cp'

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

STRESS, kPa

1005

1.95

2.35

2.40

2.25

2.20

2.15

2.10

2

2.00

2.30

1.90

1.85

1.805 10 2

2.05

Borehole No.

3.44

m

p'

Sample Elev.

TEST

Sample No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

05/19/09

3

Sample Depth

Minto Communities Inc.

EngineersConsultingpatersongroup

Geotechnical Investigation - Proposed Residential

Development-Renaud Road

DATE

FILE NO.

PROJECT

CLIENT

CONSOLIDATION

PG1605

Void Ratio

OC Ratio

BH 1B-09

cp'

2.404

Wo

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

o 0.029

kN/m

%

kPa

kPa

m

16.0

Ccr

2.120Cc

1.4

68

47

TW 1

Unit Wt.

87.4

5

1.9

2.4

2.5

2.6

2.7

2.2

2.1

2

2.0

100

1.8

1.75 10 2

2.3

Sample No.

5.03

m

p'

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

05/20/09

3Sample Elev.

Geotechnical Investigation - Proposed Residential

Development-Renaud Road

EngineersConsultingpatersongroup

PG1605

CONSOLIDATION

Minto Communities Inc.

DATE

FILE NO.

PROJECT

CLIENT

Ccr

Void Ratio

OC Ratio

BH 2-09

c

2.691

o

Unit Wt.

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

p' 2.700

kN/m

%

kPa

kPa

m

Cc

97.9Wo

0.075

1.2

76

64

TW 4

TEST

14.5

21.7

2.2

2.3

2.4

2.5

2.0

1.9

5 10 2 5 100

2.1

1.8

05/29/09

VOID

RATIO

STRESS, kPa

CONSOLIDATION TEST DATA SUMMARY

Borehole No.

Sample No.

Sample Depth

Sample Elev.

p'

m

7.29

Geotechnical Investigation - Proposed Residential

Development-Renaud Road

EngineersConsultingpatersongroup

PG1605Minto Communities Inc.

DATE

FILE NO.

PROJECT

CLIENT

TEST

p'

3

Cc

Ccr

Void Ratio

OC Ratio

Unit Wt.

cTW 5

o

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

BH 2-09

14.7

CONSOLIDATION

kN/m

%

kPa

Wom

2.464

89.6

3.140

0.025

1.3

101

77 kPa

5

1.90

2.25

2.30

2.35

2.15

2.10

2.05

2

1.95

100

1.85

1.805 10 2

2.20

2.00

Sample No.

7.29

m

p'

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

05/31/09

3Sample Elev.

Geotechnical Investigation - Proposed Residential

Development-Renaud Road

EngineersConsultingpatersongroup

PG1605

CONSOLIDATION

Minto Communities Inc.

DATE

FILE NO.

PROJECT

CLIENT

Ccr

Void Ratio

OC Ratio

BH 3-09

c

2.339

o

Unit Wt.

p' 1.470

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

kN/m

%

kPa

kPa

m

Cc

85.1Wo

0.030

1.3

90

70

TW 4

TEST

14.7

100

1.50

1.80

1.85

1.90

1.70

1.65

1.60

1.55

2

1.45

1.405 10 2 5

1.75

Sample No.

1.901

5.03

m

p'

Sample Depth

Borehole No.

CONSOLIDATION TEST DATA SUMMARY

STRESS, kPa

VOID

RATIO

05/19/09

Sample Elev.

Geotechnical Investigation - Proposed Residential

Development-Renaud Road

EngineersConsultingpatersongroup

PG1605

TEST

Minto Communities Inc.

DATE

FILE NO.

PROJECT

CLIENT

o

3

Ccr

Void Ratio

OC Ratio

BH 3B-09

Wo

p'

Unit Wt.

c

69.1

CONSOLIDATION

kN/m

%

kPa

kPa

Cc

16.5

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

1.475

0.020

1.5

89

58

TW 1

m

30

60

50

40

0 20 40 60 100

20

10

080

PROJECT

BH 3 28 39 Inorganic clays of high plasticity67TW 3

RESULTS

CLIENT

ATTERBERG LIMITS'

FILE NO.

DATE

Minto Communities Inc.

Geotechnical Investigation - Prop. Residential

Development-Trails Edge Phase 2

PG2392

16 Aug 11

patersongroup ConsultingEngineers

Specimen Identification

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

LL PL PI Fines Classification

PLASTICITY

INDEX

CL-ML

CL

ML

CH

MH

LIQUID LIMIT (LL)

30

60

50

40

0 20 40 60 100

20

10

080

FILE NO.

RESULTS

BH 3-09 20 928

PROJECT

MH

DATE

Minto Communities Inc.

Geotechnical Investigation - Proposed Residential

Development-Renaud Road

PG1605

12 May 09

patersongroup ConsultingEngineers

CLIENT

ATTERBERG LIMITS'

LIQUID LIMIT (LL)

Specimen Identification LL PL PI Fines Classification

PLASTICITY

INDEX

CL-ML

CL

ML

CH

154 Colonnade Road South, Ottawa, Ontario K2E 7J5

Certificate of AnalysisClient:

Report Date: 24-Aug-2011Order Date:17-Aug-2011

Client PO: 11693 Project Description: PG2392Paterson Group Consulting Engineers

Order #: 1134171

Client ID: BH3-SS2 - - -Sample Date: ---17-Aug-11

1134171-01 - - -Sample ID:MDL/Units Soil - - -

Physical Characteristics

% Solids ---65.50.1 % by Wt.

General Inorganics

pH ---6.60.1 pH Units

Resistivity ---96.30.10 Ohm.m

Anions

Chloride ---185 ug/g dry

Sulphate ---235 ug/g dry

Page 3 of 7

APPENDIX 2

FIGURE 1 - KEY PLAN

DRAWING PG2392-1 - TEST HOLE LOCATION PLAN

DRAWING PG2392-2 - PERMISSIBLE GRADE RAISE AREAS - HOUSING

 

  

     

FIGURE 1 

KEY PLAN  

 

SITE