FOUNDATION INVESTIGATION REPORT

WSP Project No: 161-12727-00 MMM Project No. 3616076 PWGSC Project No. R.059792.204 Date: January 16, 2017

– WSP Canada Inc. 51 Constellation Court Toronto, ON M9W 1K4 Canada Phone: +1 416-798-0065 Fax: +1 416-798-0518 www.wspgroup.com

FOUNDATION INVESTIGATION REPORT

REPLACEMENT OF BRIGHTON ROAD

SWING BRIDGE

COUNTY ROAD 64

LOVETT, ONTARIO Prepared For: MMM Group Limited 610 Chartwell Road, Suite 300 Oakville, Ontario Canada L6J 4A5

iii

Foundation Investigation Report

Replacement of Brighton Road Swing Bridge

Lovett, Ontario

WSP No 161-12727-00

January 16, 2017

TABLE OF CONTENTS

1 INTRODUCTION ........................................................................................... 1

2 BACKGROUND INFORMATION ............................ ...................................... 1

2.1 GEOLOGICAL SETTING ................................ .................................................................... 1

2.2 PREVIOUS GROUND INVESTIGATIONS ........................................................................... 1

2.3 SITE AND STRUCTURE DESCRIPTION ............................................................................ 2

3 FIELD AND LABORATORY INVESTIGATIONS ............... ........................... 2

3.1 FIELD INVESTIGATIONS .............................. ..................................................................... 2

3.2 LABORATORY INVESTIGATIONS ......................... ............................................................ 4

3.3 GROUNDWATER INVESTIGATIONS ........................ ......................................................... 4

4 SUBSURFACE CONDITIONS ............................. .......................................... 5

4.1 GENERAL .......................................... ................................................................................ 5

4.2 OVERVIEW ......................................................................................................................... 5

4.3 SUBSOIL CONDITIONS ................................ ..................................................................... 6

4.3.1 TOPSOIL .......................................................................................................................... 6

4.3.2 PAVEMENT STRUCTURE ............................................................................................................. 6

4.3.3 PIVOT PIER STRUCTURE (BH 16-2) ........................................................................................ 7

4.3.3.1 CONCRETE ........................................................................................................................................... 7

4.3.3.2 LIMESTONE MASONRY WITH MOTAR JOINTS .................................................................................. 7

4.3.4 FILL MATERAILS ....................................................................................................................... 7

4.3.4.1 COHESIONLESS FILL (SANDY SILTY TO SILTY SAND) ..................................................................... 7

4.3.4.2 COHESIVE FILL (SILTY CLAY) ............................................................................................................. 7

4.3.5 CLAYEY SILT .......................................................................................................................... 8

4.3.6 SANDY SILT .......................................................................................................................... 9

4.3.7 SILTY CLAY .......................................................................................................................... 9

iv

4.4 GROUNDWATER OBSERVATIONS .................................................................................... 13

APPENDIX B: LABORATORY TEST RESULTS

APPENDIX C: SITE PHOTOGRAPHS

L I S T O F T A B L E S

TABLE 3-1: SUMMARY OF BOREHOLE DETAILS .............................................................................................. 3

TABLE 3-2: PIEZOMETER INSTALLATION DETAILS .......................................................................................... 5

TABLE 4-1: GRAIN SIZE DISTRIBUTION SUMMARY-CLAYEY SILT ................................................................. 8

TABLE 4-2: ATTERBERG LIMITS TEST RESULTS-CLAYEY SILT ..................................................................... 8

TABLE 4-3: GRAIN SIZE DISTRIBUTION SUMMARY-SANDY SILT ................................................................... 9

TABLE 4-4: GRAIN SIZE DISTRIBUTION SUMMARY-SILTY CLAY .................................................................. 10

TABLE 4-5: ATTERBERG LIMITS TEST RESULTS-SILTY CLAY ..................................................................... 10

TABLE 4-6: GRAIN SIZE DISTRIBUTION SUMMARY-SILTY SAND TILL ......................................................... 11

TABLE 4-7 PROPERTIES OF BEDROCK ............................................................................................................ 12

TABLE 4-8: SUMMARY OF GROUNDWATER OBSERVATIONS ...................................................................... 13

APPENDIX A1: PREVIOUS INVESTIGATION (by Geo-Logic) RESULTS

APPENDIX B1: PHOTOS OF CONCRETE/ROCK CORES

APPENDIX B2: UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS

APPENDIX B3: CERTIFICATES OF ANALYSIS FOR SOIL SAMPLES

DRAWING 1: BOREHOLE LOCATIONS & SOIL STRATA

APPENDIX A: RECORD OF BOREHOLE SHEETS (by WSP)

Foundation Investigation Report Replacement of Brighton Road Swing

Bridge Lovett, Ontario WSP No 161-12727-00

January 16, 2017

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Lovett, Ontario

WSP No 161-12727-00

January 16, 2017

Part A: FOUNDATION INVESTIGATION REPORT


Murray Canal, County Road 64, Lovett, Ontario

1 INTRODUCTION

WSP (Environment) Toronto (“WSP”) was retained by WSP/MMM Group (“MMM”) to carry out foundation

investigations to provide necessary geotechnical information and make recommendations for the replacement

and widening of the existing Brighton Road Swing Bridge, and the adjacent Canal Bank Walls (possibly for a

combination of rehabilitation and replacement) over the Murray Canal in Lovett Ontario. The enlargement of the

Pivot Pier towards the north abutment is also proposed. The steel truss swing bridge spans the Murray Canal on

County Road 64, Lovett, Ontario, connecting Prince Edward County and the Municipality of Quinte West. When

the bridge is in its closed position, it functions as a two-span road bridge.

The purpose of the Geotechnical Investigation was to determine the sub-surface conditions at the site by means

of boreholes, field and laboratory tests. Based on the information obtained, the engineering characteristics of the

subsurface soils and bedrock are assessed and site conditions are described to develop geotechnical

recommendations regarding the replacement of the swing bridge and the associated canal bank walls.

No horizontal or significant vertical alignment changes to the existing bridge or approaches are proposed except

for a minor grade raise at the approaches not exceeding 1 m.

Part A of this report presents factual information concerning the subsurface conditions based on all of the

subsurface information at hand and is followed by Part B wherein engineering discussion and recommendations

are made for the design and construction of the proposed reconstruction of the swing bridge and the canal bank

walls.

2 BACKGROUND INFORMATION 2.1 GEOLOGICAL SETTING

According to quaternary geology of Ontario Map MNDM-2552 (Scale: 1:1 000 000), regionally, the project site

lies within glaciolacustrine deposits.

According to bedrock geology of Ontario Map MNDM-2544 (Scale: 1:1 000 000), the bedrock underlying the site

comprises Middle Ordovician age limestone, dolostone, shale, arkose and sandstone.

2.2 PREVIOUS GROUND INVESTIGATIONS

A previous geotechnical investigation report (File no. 107878) was compiled by Geo-Logic Inc. for McCormick

Rankin Corporation (MRC). This report was made available to WSP prior to commencement of the WSP work.

As part of this previous investigation, five boreholes (BH-1 to BH-5) were undertaken at the subject bridge

reconstruction site. In addition, four core holes (CH-1 to CH-4) were advanced either into concrete or through

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WSP No 161-12727-00

January 16, 2017

concrete into limestone masonry at the abutments and at the pivot pier. The record of borehole and corehole

sheets with the location map of these exploratory holes are attached in Appendix A1 .

This report indicated that the overburden at the site consists of a surficial layer of asphalt over fill materials, which

were underlain by native soils (silty sand, silty clay and glacial till). The measured groundwater level upon

completion of borehole BH 4 was about 4.0 m below existing ground surface (El.78.2 m) and dry conditions were

recorded in the remaining boreholes during drilling.

2.3 SITE AND STRUCTURE DESCRIPTION

The key plan of the site location which is in the Municipality of Brighton, Ontario along County Road 64 is shown

on Drawing 1 . The existing bridge structure over the Murray Canal is a steel truss swing bridge, originally built

in 1947. The surrounding area of the bridge site is generally well-vegetated with treed/grassy landscape. Canal

water depth at the time of WSP investigation varied from 1.7 m (near north canal bank) to 3.3 m (at pivot pier).

Photographs 1 to 13 (all photographs in Appendix C ) give a general impression of the site.

The canal width is about 45 m. The existing swing bridge presently maintains two 3.0 m (approximately) wide

lanes of traffic, one in each direction with no sidewalk. The swing bridge is founded on a concrete-topped stone

masonry center pivot pier and concrete-topped stone masonry abutments. It has a timber deck with an asphalt

wearing surface. Severe corrosion was previously reported by MRC in the steel trusses.

Canal walls (west of the south abutment) have translated/tilted north towards the canal and voids behind the

canal wall along the displaced section were noted. These wall movements were also reported in the previous

geotechnical investigation by others, cited earlier. Based on the observations made during the current

investigation, it appears that this section of the wall has further displaced outwards compared to the movements

reported by others in the previous investigation. The extent of the distressed canal wall and immediate

surroundings have been cordoned off for public safety. The ground behind the canal walls was almost flat or

gently sloping upward. Photographs 8 to 11 give a general condition at the distressed canal wall location.

The proposed work consists of replacement of the existing swing bridge, including bridge widening, new sidewalk

and rehabilitation or replacement of the bridge substructure and the canal walls.

3 FIELD AND LABORATORY INVESTIGATIONS 3.1 FIELD INVESTIGATIONS

The fieldwork undertaken by WSP during October/November 2016 consisted of carrying out seven (7) boreholes

(BH16-1 to BH16-7) to investigate subsurface conditions.

A Best Practice Management Plan (BMP) for field investigation was prepared by WSP and was submitted to

Parks Canada through MMM. Approval of the BMP was received prior to undertaking the field investigations.

Table 3-1 presents the borehole details of the WSP investigation program. The borehole locations are shown on

Drawing 1 following the text of the report.

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BH No: *Co-

ordinates

(m)

Ground

Elevation

(m)

Drilled

Depth

(m)

Remarks*/ Drilling Methodology

BH 16-1 E286969

N4879515

78.2 11.2 North approach embankment area; NBL; Solid stem auger/HQ

coring; terminated within bedrock; split spoon sampling and rock

coring

BH 16-2 E286976

N4879487

78.2 11.3 Center pivot pier area; SBL; HQ coring; Drilled through concrete and

stone masonry; terminated within bedrock and rock coring

BH 16-3 E286989

N4879463

78.2 9.8 South approach embankment area; NBL; Solid stem auger/HQ

coring; terminated within bedrock; split spoon sampling and rock

coring

BH 16-4 E286927

N4879493

77.2 6.8 In the vicinity of canal wall (west of north abutment); solid stem

auger; terminated within till deposit; split spoon sampling.

BH 16-5 E287003

N4879526

77.4 8.2 In the vicinity of canal wall (east of north abutment); solid stem

auger/HQ coring; terminated within bedrock; split spoon sampling;

rock coring and piezometer installed.

BH 16-6 E286956

N4879444

77.3 8.2 In the vicinity of canal wall (west of south abutment); solid stem

auger/HQ coring; terminated within bedrock; split spoon sampling;

rock coring and piezometer installed.

BH 16-7 E287025

N4879476

76.4 4.2 In the vicinity of canal wall (east of south abutment); solid stem

auger; terminated within till deposit; split spoon sampling.

Notes*:

1. Co-ordinates: based on UTM NAD 83 zone 18 coordinates; Terminology of directions, e.g. north, are

project defined and do not relate to geographic directions

2. Name of Drilling Company: Davis Drilling, Milton, Ontario

3. Type of Drilling rig Used: Track mounted - CME 55 rig

4. Drilling Supervision by: WSP staff from Toronto office

5. Borehole Survey: by WSP, Toronto office, Ontario

6. SBL – southbound lane; NBL – northbound lane

The soil stratigraphy was recorded by observing the quality and changes of augered materials, which were

Table 3-1: Summary of Borehole Details

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withdrawn from the boreholes, and by sampling the soils at regular intervals of depth using a 50mm O.D. split

spoon sampler, in accordance with the Standard Penetration Test (ASTM D 1586) method. This sampling

method recovers samples from the soil strata, and the number of blows required to drive the sampler 300 mm

depth into the undisturbed soil (SPT ‘N’-values) gives an indication of the compactness condition or consistency

of the sampled soil material. The SPT ‘N’ values are indicated on the Record of Borehole Sheets (Refer to

Appendix A ).

Rock coring was undertaken in BH 16-1, BH 16-2, BH 16-3, BH 16-5 and BH 16-6 and cored lengths ranged

from about 1.6 m to 4.7 m. Bedrock was cored using double tube HQ-2 core barrels more than 3 m in length in

boreholes BH 16-1 and BH 16-2 to prove bedrock as per industry practice. Diamond coring was also carried out

on concrete-topped limestone masonry center pivot pier (BH 16-2) to facilitate bedrock drilling at this location.

The WSP borehole drilling was carried out under full-time supervision of WSP technical staff who directed the

drilling and sampling operation, logged borehole data in accordance with MTO Soils Classification System and

took custody of soil/rock samples retrieved for subsequent laboratory testing and identification. Soil/rock samples

were visually classified in the field and later re-evaluated by an engineer. The recovered soil/rock samples were

placed in labelled moisture-proof bags/rock core boxes, and returned to WSP’s Galaxy Boulevard laboratory for

further assessment. Rock core logging follows the conventions of the International Society for Rock Mechanics

(ISRM).

The rock cores were visually logged for lithology, degree of weathering, intact strength, total and solid core

recovery, Rock Quality Designation (RQD), fracture frequency character and orientation. The fresh rock cores

were photographed (Appendix B1 ).

3.2 LABORATORY INVESTIGATIONS

Visual examination and classification were undertaken on the soil/rock samples returned to the WSP laboratory.

A laboratory testing program consisting of natural water content tests, grain size analyses, including hydrometer

testing and Atterberg limits, was carried out on selected representative soil samples. Point load tests (by WSP

laboratory) and unconfined compressive strength tests (by Golder Associates laboratory) were carried out on

selected intact rock samples. The results of the laboratory tests are summarized on the appropriate Record of

Borehole Sheets in Appendix A , and the details presented in Appendix B, B1 and B2 .

Chemical Tests : Chemical analyses were conducted by AGAT Laboratories of Mississauga, Ontario. AGAT is

a member of the Canadian Association for Laboratory Accreditation Inc. (CALA) and is an accredited body under

the relevant regulations. Soil samples were collected from borehole locations and submitted for O.Reg., 153

Metals and Inorganics analytical testing as well as water-soluble sulphate testing.

3.3 GROUNDWATER INVESTIGATIONS

Groundwater conditions in the boreholes were observed during and on completion of drilling in the open

boreholes. Standpipe piezometers were installed in Boreholes BH 16-5 and BH 16-6 upon their completion to

enable long term groundwater level monitoring. The rest of the boreholes were grouted (decommissioned) using

a cement/bentonite mixture as per MTO procedures. As part of the construction, the piezometers need to be

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decommissioned in accordance with Ontario Regulation 903 (amended to Ontario Regulation 372/07).

Table 3.2 below provides information about the piezometers installed for this investigation, including ground

surface elevations, depths, and the approximate elevations of the screened interval.

Table 3-2: Piezometer Installation Details

BH ID Ground Surface

Elevation (m)

Borehole Bottom Well Screen Interval

Depth, m

Well Screen Interval

Elevation, m

Depth

(m)

Elevation

(m)

From To From To

BH 16-5 77.4 8.2 69.1 5.0 8.1 72.4 69.3

BH 16-6 77.3 8.2 69.2 4.6 7.6 72.7 69.7

4 SUBSURFACE CONDITIONS 4.1 GENERAL

The subsurface conditions encountered at the bridge location are described in the following sections. For

purposes of soil description, the MTO soil classification manual was generally followed. Bedrock is described in

accordance with ISRM.

A borehole location plan with a subsurface profile is shown on Drawing 1 at the end of the text. It should be noted

that the subsurface conditions may vary in between and beyond the borehole locations. Drawing 1 presents

inferred stratigraphic details at the bridge location based on the borehole data. The strata boundaries shown

should not be interpreted as exact planes of geological change but rather as inferred transitions from one strata

type to another.

The soil/rock descriptions are based on visual and tactile observations, complemented by the results of field and

laboratory soil/rock test results. It should be noted that the subsurface conditions and the topsoil thicknesses

encountered may vary in between and beyond the borehole locations.

An overview of subsurface conditions is described below. All depths quoted are below existing ground surface.

It is to be noted that based on the borehole data, the elevations (El.) reported for strata boundaries are from the

shallowest occurrence to the deepest occurrence.

4.2 OVERVIEW

In general terms, the stratigraphic sequence encountered can be described as topsoil/pavement structure

underlain by fill materials (sandy silt to silty sand / silty clay). The underlying native deposits generally consist of

clayey silt/sandy silt and silty clay followed by glacial till (silty sand) overlying Shaly Limestone bedrock at depths

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ranging from 5.4 m to 7.7 m.

The Bedrock was cored in five boreholes (BH 16-1, BH 16-2, BH 16-3, BH 16-5 and BH 16-6) with coring lengths

advanced exceeding 3.0 m in BH 16-1 and BH 16-2 only. The elevation of the top of the bedrock varied between

El.72.0 m and El.70.5 m across the investigated holes where Shaly Limestone was contacted.

Boreholes BH 16-5 and BH 16-6 were installed with a piezometer. The measured groundwater level in the

piezometers were 2.2 m and 3.1 m respectively below existing ground surface (i.e., elevations of El. 75.2 m and

74.2 m) when measured approximately three (3) weeks following their installation.

Note that the topsoil/pavement structure thicknesses reported may vary beyond the borehole locations. Further,

this information will not be sufficient for quantity estimation.

It must be noted that the factual data presented on the Record of Borehole Sheets would govern any

interpretation of the site conditions provided in the text of this report.

The glacial deposits, due to their mode of deposition, can be expected to contain cobbles and boulders; split

spoon bouncing and auger grinding were observed in some boreholes suggesting that they are indeed present.

The following paragraphs are intended to give more detailed descriptions of the data documented on the Record

of Borehole Sheets (Appendix A ).

4.3 SUBSOIL CONDITIONS

4.3.1 TOPSOIL

Boreholes BH 16-5, BH 16-6 and BH 16-7 encountered topsoil at the ground surface, which ranged between 50

mm and 200 mm in thickness. However, it is to be noted, based on our experience, the thickness of topsoil

frequently varies in between and beyond borehole locations, especially in depressed areas and near

watercourses.

Moisture content of this material was 32%, indicating a generally wet condition (based on one (1) SPT sample).

4.3.2 PAVEMENT STRUCTURE

A pavement structure consisting of 100 mm and 115 mm thick surficial asphalt layer overlying 470 mm and 575

mm of granular base/subbase material (sand and gravel) was encountered at the Boreholes BH 16-3 and BH

16-1 respectively. A 300 mm thick granular base material without overlaid asphalt layer was encountered at

Borehole BH 16-4 (access trail).

Measured moisture contents of the pavement granular base materials were between 5 % (BH 16-1) to 13 % (BH

16-3), indicative of a generally moist to wet condition (based on four 4 SPT samples).

Standard Penetration Tests performed on the pavement granular fill materials yielded N-values ranging from 12

blows/300 mm (BH 16-3/SS1) to 24 blows/300 mm (BH 16-1/SS1), which indicate a compact relative density

condition (based on three (3) SPT results).

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4.3.3 PIVOT PIER STRUCTURE (BH 16-2)

One borehole (BH 16-2) was drilled on top of the existing pivot pier location within the balance wheel track.

Based on results of the borehole drilling, a 70 mm thick asphalt layer overlying 200 mm thick timber decking was

found to make up the bridge road surface. The timber decking was supported by steel girders which in turn are

connected to the bridge trusses. This whole assembly is pivoted on a center concrete pier. Clearance between

the timber decking and the top surface of concrete pier was about 1.8 m. The substructure material conditions

at the pivot pier structure are described in the text which follows.

4.3.3.1 CONCRETE

Concrete was encountered in Borehole BH 16-2. The thickness of the concrete of the pivot pier was 1340 mm

at the cored location. Visual review of concrete cores did not show any defects on cores; No rebars were

observed in the cores. Photos of the concrete cores are attached in Appendix B1 .

4.3.3.2 LIMESTONE MASONRY WITH MOTAR JOINTS

Underneath the concrete material, limestone masonry (4200 mm thick) with mortar joints was encountered to a

depth of 7.7 m (El. 70.5 m). A closely broken zone was found at the concrete cap-to-masonry interface. The

limestone masonry generally consisted of slightly weathered to fresh shaly limestone blocks bounded by cement

mortar. Mortar depths and the thicknesses are detailed on the logs of rock core in Appendix A . Some of the

mortar washed out (or was not present) suggesting weak, friable mortar below the waterline. The total core

recovery (TCR) and solid core recovery (SCR) values ranged from about 85 % to 100 % and 61 % to 100 %

respectively. Details of the discontinuities/fractures are also shown on the logs of rock core in Appendix A .

4.3.4 FILL MATERAILS

4.3.4.1 COHESIONLESS FILL (SANDY SILTY TO SILTY SAN D)

A sandy silty to silty sand fill was contacted in boreholes BH 16-1, BH 16-3, BH 16-4, BH 16-5 and BH 16-6

underlying the granular fill / topsoil. The fill contained trace to some gravel and trace clay and rootlets.

The thicknesses of this layer ranged between 0.5 m and 1.2 m and the elevation of the base of the unit varied

between El. 76.8 m (BH 16-5) and El. 75.7 m (BH 16-4).

The moisture content based on four (4) samples recovered from this material ranged from 9% to 21% indicative

of a moist condition.

SPT testing carried out in the boreholes, gave SPT ‘N’ values ranging from 3 blows/300 mm to 11 blows/300

mm (based on 4 SPT results) which indicate generally a very loose to compact relative density condition.

4.3.4.2 COHESIVE FILL (SILTY CLAY)

A silty clay fill was contacted in borehole BH 16-7 underlying topsoil. The fill contained trace gravel and rootlets.

The thickness of this layer was 1.3 m whilst the elevation of the base of the unit was El. 74.9 m.

The moisture contents based on two (2) samples recovered from this material were 26% and 32% indicative of

a moist to wet condition.

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SPT testing carried out in the borehole, gave a SPT ‘N’ value of 3 blows/300 mm (based on 1 SPT result) which

indicates a soft consistency.

4.3.5 CLAYEY SILT

A grey clayey silt native deposit was contacted in boreholes BH 16-1, BH 16-3, BH 16-5 and BH 16-6. It contained

sandy to some sand and trace gravel. Occasional oxidation was noted within this deposit.

The thickness of this deposit varied from 0.8 m to 0.9 m and the elevation of the base of the unit varied from El.

75.9 m (BH 16-1, BH 16-3 and BH 16-5) to El. 75.8 m (BH 16-6).

The grain size distributions of one (1) sample from the deposit was determined in the laboratory and gave the

grain size information shown in Table 4-1.

Table 4-1: Grain Size Distribution Summary-Clayey S ilt

Sample Tested Size Fraction % Passing by

weight

Remarks

BH 16-6/SS2 Gravel 0% Shown as Fig.1a , in Appendix B ;

Summarized on the relevant Record of

Borehole Sheet Sand 14%

Fines 86%

An Atterberg Limits test was performed on one (1) sample from this deposit. This test indicated the following

index values as shown in Table 4-2.

Table 4-2: Atterberg Limits Test Results-Clayey Sil t

Sample Tested Atterberg Limits Index Values Remarks

BH 16-5/SS2 Liquid Limit 19% Shown as Fig.1b , in Appendix B ;


Borehole Sheet Plastic Limit 15%

Plasticity Index 4%

The above values are characteristic of a cohesive soil of low plasticity (CL).

The moisture content based on four (4) samples recovered from the layer ranged from 15% to 24% indicative of

a moist to wet condition.

SPT testing carried out in the boreholes gave SPT ‘N’ values ranging from 3 blows/300 mm to 13 blows/300 mm

(based on 4 SPT results) which indicate a generally soft to stiff consistency.

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4.3.6 SANDY SILT

A native sandy silt was contacted in borehole BH 16-1 only, underlying the native clayey silt. This deposit

contained trace gravel and clay.

The thickness of this layer was 1.7 m and the elevation of the base of the unit was El. 74.2 m.

The grain size distribution of one (1) sample from the deposit was determined in the laboratory and gave the

information shown in Table 4-3.

Table 4-3: Grain Size Distribution Summary-Sandy Si lt


weight

Remarks

BH 16-1/SS4 Gravel 10% Shown as Fig.2 , in Appendix B ;


Borehole Sheet Sand 32%

Fines 58%

The grading result shown above indicates this deposit can be classified generally as cohesionless (ML).

The moisture content based on three (3) samples recovered from this deposit was varying from 21% to 24%

indicative of a moist to wet condition.

SPT testing carried out in the borehole, gave a SPT ‘N’ values ranging from 0 blows/300 mm to 4 blows/300 mm

(based on 3 SPT results). These ‘N’ values indicate the deposit to be of very loose relative density.

4.3.7 SILTY CLAY

With the exception of pivot pier borehole (BH 16-2) where no overburden soil was contacted, a grey silty clay

native deposit was contacted in all other boreholes. This deposit contained trace sand. The lower levels of the

deposit in boreholes BH 16-3, BH 16-4, BH 16-5, BH 16-6 and BH 16-7 were found to be a transition zone

between silty clay and silty sand till.

The thickness of this deposit varied from 1.5 m to 3.8 m and the elevation of the base of the unit varied from El.

73.4 m (BH 16-7) to El. 71.9 m (BH 16-4).

The grain size distributions of two (2) samples from the deposit were determined in the laboratory and gave the


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Table 4-4: Grain Size Distribution Summary-Silty Cl ay


weight

Remarks

BH 16-1/SS7

BH 16-3/SS5

Gravel 0% to 7% Shown as Fig.3a , in Appendix B ;


Borehole Sheets Sand 2% to 10%

Silt 40% to 46%

Clay 37% to 58%

Atterberg Limits tests were performed on three (3) samples from this deposit. These tests indicated the following

index values as shown in Table 4-5.

Table 4-5: Atterberg Limits Test Results-Silty Clay

Sample Tested Atterberg Limits Index Values Remarks

BH 16-1/SS7

BH 16-3/SS5

BH 16-4/SS5

Liquid Limit 30% to 53% Shown as Fig.3b , in Appendix B ;


Borehole Sheets Plastic Limit 15% to 23%

Plasticity Index 15% to 30%

The above values are characteristic of a cohesive soil of low plasticity (CL) to high plasticity (CH).

The moisture content based on twenty two (22) samples recovered from the layer ranged from 10% to 59%

indicative of a moist to wet condition.

SPT testing carried out in the boreholes gave SPT ‘N’ values ranging from 0 blows/300 mm to 8 blows/300 mm

(based on 20 SPT results). Pocket penetrometer tests carried out on SPT spoon samples from this deposit gave

indicative undrained shear strengths that varied from 25 kPa to 50 kPa (based on eleven (11) tests). Collectively,

these indicate the consistency of this layer can be described as very soft to firm but typically very soft to soft.

4.3.8 SILTY SAND TILL

A grey silty sand till deposit was encountered in all boreholes with exception of the pivot pier borehole (BH 16-

2). The deposit contained trace to some gravel and trace to some clay. Rock fragments were generally identified

within this deposit at lower levels.

The thickness of this deposit varied between 0.4 m and 2.0 m and the elevation of the base of the unit varied

between El. 72.2 m (BH 16-7) and El. 70.4 m (BH 16-4). The boreholes BH 16-4 and BH 16-7 were terminated

within this till deposit.

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The grain size distributions of two (2) samples from the deposit were determined in the laboratory and gave the


Table 4-6: Grain Size Distribution Summary-Silty Sa nd Till

Sample

Tested

Size Fraction % Passing by weight Remarks

BH 16-3/SS8

BH 16-5/SS7

Gravel 12% to 17% Shown as Fig.4 , in Appendix B ;


Borehole Sheets Sand 31% to 40%

Silt 36% Fines varied

from 48% to

52% Clay 12%

The grading result shown above indicate the deposit to be generally cohesionless (SM).

The moisture content based on fifteen (15) samples recovered from this layer ranged from 3% to 25% indicative

of a moist condition. The high moisture content value of 25% was found only in one sample (SS8) from borehole

BH 16-3.

SPT testing carried out in the boreholes, gave SPT ‘N’ values typically ranging from 49 blows/300 mm to greater

than 100 blows/300 mm (based on 17 SPT results) which indicate a dense to very dense relative density. Only

two, low SPT ‘N’ values of 21 and 15 were reported. They were recorded in borehole BH 16-3 at SS8 and SS9

respectively. Split spoon bouncing and auger grinding were experienced in some boreholes suggesting the

presence of rock fragments/slabs and/or cobbles.

4.3.9 BEDROCK

Shaly Limestone bedrock was contacted in all boreholes except BH 16-4 and BH 16-7. The bedrock was explored

to depths ranging from 8.2 m (BH 16-5) to 11.3 m (BH 16-2). The elevations of the unit on termination varied

between El. 69.2 m (BH 16-6) and El. 67.0 m (BH 16-1 and BH 16-2). The explored thickness of this deposit

ranged from 1.6 m (BH 16-5) and 4.7 m (BH 16-1), and cored beyond 3 m in boreholes BH 16-1 and BH 16-2.

Photos of rock cores are attached in Appendix B1 . The findings are summarized in Table 4-7 .

12



Lovett, Ontario

WSP No 161-12727-00

January 16, 2017

Table 4-7 Properties of Bedrock

BH No: Depth

Below

Ground

Surface

(m)

Top

Elevation

(m)

Cored

Length

(m)

RQD %

(RQD in

core

runs)

Uniaxial

compressive

strength based on

Point Load Test,

MPa (Run)

A – Axial;

D - Diametral

Unconfined

compressive

strength based on

UCS* Test, MPa

(Run)

BH 16-1 6.5 71.7 4.7 72/90/98 Run 2,3 and 4:

14-118 (D) and

102-146 (A)

Run 3: 38.0

BH 16-2 7.7 70.5 3.6 92/95/97 Run 4,5 and 6:

21-109 (D) and

83 – 145 (A)

Run 5: 37.3

BH 16-3 7.1 71.2 2.7 90/88 Run 1 and 2:

88 - 115 (D) and

115- 143 (A)

**N/A

BH 16-5 6.6 70.8 1.6 98 Run 1: 54 - 92 (D)

and 106 (A)

**N/A

BH 16-6 5.4 72.0 2.8 43/100 Run 1and 2:

30 - 115 (D) and

110 – 159 (A)

**N/A

*UCS – Unconfined Compressive Strength Test; **N/A – Not Applicable

RQD values measured on the recovered cores ranged from 72 % to 100 %, which is indicative of a rock mass

of fair to excellent quality as per Canadian Foundation Engineering Manual (CFEM Table No. 3.10). A relatively

low RQD value of 43 % was reported for run 1 in BH 16-6, which is indicative of poor quality as per CFEM. Based

on the point load based uniaxial strengths ranging from 14.0 to 115.0 MPa and unconfined compressive strengths

of 37.3 and 38.0 MPa, the encountered bedrock can be described as weak to very strong (as per CFEM - Table

No. 3.5) , but typically very strong, at the test locations. Test results of the unconfined compressive strength of

rock cores are attached in Appendix B2 .

13



Lovett, Ontario

WSP No 161-12727-00

January 16, 2017

4.4 AGGRESSIVENESS POTENTIAL OF SUBSOILS

Chemical analyses were conducted by AGAT Laboratories Ltd. to determine the aggressiveness of water soluble

sulphates of subsoils towards concrete. The results are enclosed in Appendix B3.

Table 4-8 presents the test results. These results are discussed in Part B of the report.

Table 4-8: Summary of Sulphate Test Results

Sample No. Depth (m) Water Soluble Sulphate Content

µg/g %

BH 16-1/SS5 3.1 -3.7 109 0.0109

BH 16-3/SS6 3.8 -4.4 113 0.0113

BH 16-4/SS2 0.8 – 1.3 17 0.0017

4.5 GEO-ENVIRONMENTAL SOIL QUALITY TESTING

Four (4) soil samples were collected from borehole locations (BH 16-1/SS3, BH16-3/SS4, BH16-4/SS3 and

BH16-7/SS3) and submitted for O.Reg., 153 Metals and Inorganics analytical testing. The purpose of geo-

environmental testing was to characterize the chemical quality of surficial soil with respect to off-site

disposal/reuse on site. The Certificates of Analyses for soil are included in Appendix B3 and discussed in Part

B of the report.

4.6 GROUNDWATER OBSERVATIONS

Groundwater conditions in the open boreholes were observed during drilling and at the completion of each

borehole. A standpipe piezometer was installed in Boreholes BH 16-5 and BH 16-6. The groundwater

observations are shown on the individual Record of Borehole Sheets in Appendix A.

The observed water levels in the open boreholes on completion ranged from 1.5 m (BH 16-4) to 4.6 m (BH 16-

6) m below grade level. It should be noted that these water levels had not stabilized. In the piezometers, the

water levels were measured at depths of 2.2 m (approx. 3 weeks after installation in BH 16-5) and 3.1 m (3

weeks after installation in BH 16-6) below ground surface or at El. 75.2 m and 73.5 m, respectively.

Table 4-9 summarizes the ground water level measurements.

14



Lovett, Ontario

WSP No 161-12727-00

January 16, 2017

Table 4-9: Summary of Groundwater Observations

BH

No.

Ground

Elevation

(m)

Top of Screen

Depth/Elevation (m)

Water Level Measurements Remarks

Depth (m) Elevation

(m)

BH 16-1 78.2 N/A 2.4* 75.8 Wet spoon @ 2.7 m

BH 16-3 78.2 N/A 3.0* 75.2

BH 16-4 77.2 N/A 1.5* 75.7 Wet spoon @ 1.1 m &

Borehole open

BH 16-5 77.4 5.0/72.4 1.8* (Nov 2,

2016)

75.6

2.2 (Nov 24,

2016)

75.2

BH 16-6 77.3 4.6/72.7 4.6*(Nov 3,

2016)

72.7 Borehole open

3.1(Nov 24,

2016)

74.2

BH 16-7 76.4 N/A 2.4* 74.0 Borehole open

*water level measurement upon completion of borehole

It should be pointed out that groundwater levels would be subject to seasonal fluctuations in response to major

weather events. The groundwater levels observed at the site may also be influenced by the water level in the

canal.

Drawing 1



BH16-3 BH16-1

BH16-2

BH16-4

BH16-5

BH16-6

BH16-7

66

68

70

72

74

76

78

80

82

84

10+

200

86

10+1

80

10+

190

10+1

70

10+

160

10+2

10

10+

220

BH 16-3 BH 16-2 BH 16-1

66

68

70

72

74

76

78

80

82

84

86

VERT

0 5 10

10(m)0 5

HOR (m)

Granular Base/ SubbaseFill - Sandy Silt

CompactClayey Silt

SoftSandy Silt

Loose

Silty ClayV.Soft

Silty Sand TillV.Dense

Shaly LimestoneShaly Limestone

Silty Sand TillCompact to V. Dense

Silty ClayVery Soft to Soft

Fill - Sandy SiltV.Loose

Granular Base/ Subbase

Limestone Masonry

Concrete

Asphalt 70mm ~ 100mm

Asphalt 70mm ~ 115mm

Timber Decking(0.2m)

W. L

. 75.

8 m

Nov

02,

201

6

78

72

90

98

24

11

3

4

01

1

175/125mm

RQD%100%

N'

50/50mm

92

95

97

RQD%100%

Clayey SiltSoft W

. L. 7

5.2

mO

ct 3

1, 2

016

90

123

4

4

1

2

1

21

1550/25mm50/50mm

RQD%

88100%

N'

Open Air

Shaly Limestone Shaly Limestone

30 (m)0 15

Fill/ Timber Decking/ Concrete/ Limestone Masonry

Clayey Silt/Sandy Silt

Asphalt

Silty Clay

Granular Base/ Subbase

Silty Sand Till Shaly Limestone

AA

SOIL STRATA SYMBOLSCROSS SECTION A-A

PLAN

Murray Canal

64

64

Bigford Rd

Canal Rd

Barcovan

Beach R

d

Site

Appendix A: Record of Borehole Sheets (by WSP)



wet spoon

auger grinding

10

7

0.1

0.6

1.5

2.3

4.0

6.1

6.5

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SSCORE

CORE

CORE

1

2

3

4

5

6T

6B

7

8

9

101

2

3

32

10

24

11

3

4

0

1

1

1

75/125mm

50/50mm

37

50

50

40

ASPHALT: 115 mmGRANULAR BASE /SUBBASE:575mm, sand and gravel, brown,moist, compactFILL: sandy silt, trace gravel,occasional oxidized, brown, moist,compact.

CLAYEY SILT: some sand, tracegravel, occasional oxidized, brown,moist, soft.

SANDY SILT: trace gravel, traceclay, brown, moist to wet, veryloose.

SILTY CLAY: trace sand, grey,wet, very soft.

-----------------------trace gravel

--------------------------

SILTY SAND TILL: trace gravel,trace clay, contains rock fragmentsgrey, moist, very dense.SHALY LIMESTONE (95%-80%):Slightly weathered to fresh,laminated to thickly bedded, lightgrey, medium strong to very strong ,interbedded with slightly weatheredto fresh, thinly laminated to thinlybedded, grey, weak to mediumstrong, SHALE / LIMEY SHALE(5%-20%).

Refer to core log for details.

78.1

77.6

76.7

75.9

74.2

72.1

71.7

46

(58)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)

NATURALMOISTURECONTENT

3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

78

77

76

75

74

73

72

71

70

69

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL

SHEAR STRENGTH (kPa)

TY

PE

,3

CL

=3%Strain at Failure

Measurement

(Cu)

(kP

a)(m)

78.2

PLASTICLIMIT

FIELD VANE& Sensitivity

ELEV

DYNAMIC CONE PENETRATIONRESISTANCE PLOT

wL

UNCONFINED

Continued Next Page

1 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd

GROUNDWATER ELEVATIONS

(kN

/m3 )

DRILLING DATA

Method: Solid Stem Auger/HQ Coring

Diameter: 150mm

Date: Nov/02/2016 to Nov/02/2016

DESCRIPTION

PROJECT: Replacement of Brighton Swing Bridge

CLIENT: MMM Group

PROJECT LOCATION: County Road 64, Lovett, Ontario

DATUM: Geodetic

BH LOCATION: N 4879515 E 286969

GR

REF. NO.: 161-12727-00

ENCL NO.: 1

1

2

3

4

5

6

7

8

9

10

Numbers referto Sensitivity

w

WATER CONTENT (%)

wP

DEPTH

SA

LOG OF BOREHOLE BH16-1

1st 2nd

Ground Surface

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

42

44

W. L. 75.8 mNov 02, 2016

11.2

CORE4

END OF THE BOREHOLENotes:1) Borehole water level was at 2.4mupon completion of drilling.

67.0

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

68

67

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

PLASTICLIMIT


ELEV


wL

UNCONFINED

2 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA


Diameter: 150mm

Date: Nov/02/2016 to Nov/02/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879515 E 286969

GR

REF. NO.: 161-12727-00

ENCL NO.: 1

11


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Continued

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

70.0

68.5

67.011.2

W2/

W1

Fracture /Joint at 9.68m, = 60°

8.2

9.7

122

112

109102

146

95

77

1454

118

38

100

95

100

100

78

72

100

100

78

72

90

98

HQ

HQ

HQ

HQ

1

2

3

4

SHALY LIMESTONE (95%-80%):Slightly weathered to fresh,laminated to thickly bedded, lightgrey, medium strong to very strong,interbedded with slightly weatheredto fresh, thinly laminated to thinlybedded, grey, weak to mediumstrong, SHALE / LIMEY SHALE(5%-20%).

END OF BOREHOLE

7

16

>25

1

1

1

1

1

1

3

1

2

0

1

0

1

6.93m ~ 7.19m (W5)

CORESAMPLE


CLIENT: MMM Group

LOCATION: County Road 64, Lovett, Ontario

DATUM: Geodetic

BH LOCATION: N 4879515 E 286969

E = Modulus of Elasticity

(m)

HA

RD

LA

YE

R (

%)

RQ

D (

%)

NU

MB

ER

1 OF 1

SIZ

E

TO

TA

L C

OR

ER

EC

OV

ER

Y (

%)

DEPTH

ROCK

DESCRIPTION

FR

AC

TU

RE

IND

EX

(per

0.3

m)

ELEV

SO

LID

CO

RE

RE

CO

VE

RY

(%

)

GR

OU

ND

WA

TE

RC

ON

DIT

ION

S

REF. NO.: 161-12727-00

ENCL NO.: 1

6.5

DISCONTINUITIES

LOG OF ROCK CORE BH16-1

7

8

9

10

11

71.7 PO

INT

LO

AD

TE

ST

UC

S D

IAM

ET

RA

L (M

Pa)

*

PO

INT

LO

AD

TE

ST

UC

S A

XIA

L (M

Pa)

*

UN

IAX

IAL

CO

MP

RE

SS

ION

(M

Pa)

Wea

ther

ing

Inde

x

= angle to the core axis*: UCS [Mpa] 24 IS(50)~~

HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(cm

/sec

)

DRILLING DATA


Diameter: 150mm

Date: Nov/02/2016 to Nov/02/2016

Weathering Index: W1-Fresh, W2-Slightly weathered, W3-Moderately weathered, W4-Highly weathered, W5-Completely weathered

DE

NS

ITY

(g/

cm3 )

E (

GP

a)

Rock Surface

WS

P R

OC

K C

OR

E-2

016

16

1-12

727-

00 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

71.56.5

6.7

2.1

3.5

7.7

CORE

CORE

CORE

CORE

CORE

1

2

3

4

5

ASPHALT: 70mmTIMBER DECKING: 200mmOPEN AIR BELOW STRUCTURE

CONCRETE: 1340mmconcrete cap from 2.1m to 3.5m

LIMESTONE MASONRY withmortar joints




76.1

74.8

70.5

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

78

77

76

75

74

73

72

71

70

69

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

78.2

PLASTICLIMIT


ELEV


wL

UNCONFINED

Continued Next Page

1 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA

Method: HQ Coring

Diameter: 63mm

Date: Nov/01/2016 to Nov/01/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879487 E 286976

GR

REF. NO.: 161-12727-00

ENCL NO.: 2

1

2

3

4

5

6

7

8

9

10


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Ground Surface

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

77.90.3

11.3

CORE6

END OF THE BOREHOLENotes:1) Bridge Timber decking (200 mmthick) was augered to install drillingcasing pipe.1) Borehole water level was at 2.4mupon completion of drilling.

67.0

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

68

67

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

PLASTICLIMIT


ELEV


wL

UNCONFINED

2 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA

Method: HQ Coring

Diameter: 63mm

Date: Nov/01/2016 to Nov/01/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879487 E 286976

GR

REF. NO.: 161-12727-00

ENCL NO.: 2

11


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Continued

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

74.6

73.0

71.5

70.5

69.9

68.4

70.5

67.0

7.7

11.3

W2/

W1

4.57-4.67m, subvertical4.85-5.16m, subvertical5.16-5.26m, = 40°5.74-5.87m, = 0°6.58-6.68m, = 0°

Fracture /Joint at 8.86-9.02m, = 0°

2.1

3.6

5.2

6.7

7.7

8.3

9.8

88

140

83

145

69

92

21

109

37.3

98

92

85

100

100

100

100

97

64

61

100

100

100

100

92

95

97

HQ

HQ

HQ

HQ

HQ

HQ

HQ

1

2

3

4

4

5

6

Concrete cap 1.34m thick overlimestone masonry

Concrete from 2.11-3.45m

Limestone masonry with mortarjoints from 3.45-4.45mMortar's depth and thickness:3.45m, 70mm3.63m, 190mm3.98m, 70mm4.25m, 200mm

Limestone masonry and with mortarjoints; fill in crack from 4.45-6.68m

Mortar depth and thickness:4.72m, 80mm5.38m, 70mm6.38m, 125mm

Limestone masonry and with mortarjoints from 6.68m to 7.67mMortar's depth and thickness:6.68-6.74m6.97-7.00m7.02-7.04m7.30-7.35m7.59-7.63m


END OF BOREHOLE

3

6

2

0

3

13

>25

16

2

2

9

3

16

16

15

0

1

1

1

1

0

1

2

1

1

0

2

1

1

1

CORESAMPLE


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879487 E 286976


(m)

HA

RD

LA

YE

R (

%)

RQ

D (

%)

NU

MB

ER

1 OF 1

SIZ

E

TO

TA

L C

OR

ER

EC

OV

ER

Y (

%)

DEPTH

ROCK

DESCRIPTION

FR

AC

TU

RE

IND

EX

(per

0.3

m)

ELEV

SO

LID

CO

RE

RE

CO

VE

RY

(%

)

GR

OU

ND

WA

TE

RC

ON

DIT

ION

S

REF. NO.: 161-12727-00

ENCL NO.: 2

2.1

DISCONTINUITIES


3

4

5

6

7

8

9

10

11

76.1 PO

INT

LO

AD

TE

ST

UC

S D

IAM

ET

RA

L (M

Pa)

*

PO

INT

LO

AD

TE

ST

UC

S A

XIA

L (M

Pa)

*

UN

IAX

IAL

CO

MP

RE

SS

ION

(M

Pa)

Wea

ther

ing

Inde

x


HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(cm

/sec

)

DRILLING DATA

Method: HQ Coring

Diameter: 63mm

Date: Nov/01/2016 to Nov/01/2016


DE

NS

ITY

(g/

cm3 )

E (

GP

a)

WS

P R

OC

K C

OR

E-2

016

16

1-12

727-

00 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

Concrete Surface

Mani.P

Line

split spoonbouncing

0

12

0.1

0.6

1.5

2.3

5.3

7.1

9.8

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SSSS

CORE

CORE

1T

1B

2

3

4

5

6

7

8

9

1011

1

2

2

40

12

3

4

4

1

2

1

21

15

50/25mm

50/50mm

58

12

ASPHALT: 100 mmGRANULAR BASE /SUBBASE:470mm, sand and gravel, brown,moist, compactFILL: sandy silt, trace clay, tracegravel, brown, moist, very loose.

CLAYEY SILT: sandy, trace gravel,brown, moist, soft.

SILTY CLAY: trace sand,occasional oxidized, grey, moist towet, very soft to soft.

----------------------silty clay/silty sand till

very soft/very loose

SILTY SAND TILL: some gravel,some clay, grey, moist to wet,compact.

---------------contains rock fragments below 6.7m



END OF THE BOREHOLE

78.1

77.7

76.7

75.9

72.9

71.2

68.4

40

36

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

78

77

76

75

74

73

72

71

70

69

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

78.2

PLASTICLIMIT


ELEV


wL

UNCONFINED

Continued Next Page

1 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA


Diameter: 150mm

Date: Oct/31/2016 to Oct/31/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879463 E 286989

GR

REF. NO.: 161-12727-00

ENCL NO.: 3

1

2

3

4

5

6

7

8

9


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Ground Surface

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

59

45

W. L. 75.2 mOct 31, 2016 53.3

Notes:1) Borehole water level was at 3.0mupon completion of overburdendrilling.

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

PLASTICLIMIT


ELEV


wL

UNCONFINED

2 OF 2

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA


Diameter: 150mm

Date: Oct/31/2016 to Oct/31/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879463 E 286989

GR

REF. NO.: 161-12727-00

ENCL NO.: 3


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Continued

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

70.0

68.49.8

W2/

W1

Fragmented zone: 7.10-7.14m7.1

8.3

121

115

143

91

88

115

100

100

94

100

90

88

HQ

HQ

1

2


END OF BOREHOLE

9

2

2

1

0

1

1

1

4

CORESAMPLE


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879463 E 286989


(m)

HA

RD

LA

YE

R (

%)

RQ

D (

%)

NU

MB

ER

1 OF 1

SIZ

E

TO

TA

L C

OR

ER

EC

OV

ER

Y (

%)

DEPTH

ROCK

DESCRIPTION

FR

AC

TU

RE

IND

EX

(per

0.3

m)

ELEV

SO

LID

CO

RE

RE

CO

VE

RY

(%

)

GR

OU

ND

WA

TE

RC

ON

DIT

ION

S

REF. NO.: 161-12727-00

ENCL NO.: 3

7.1

DISCONTINUITIES


8

9

71.2 PO

INT

LO

AD

TE

ST

UC

S D

IAM

ET

RA

L (M

Pa)

*

PO

INT

LO

AD

TE

ST

UC

S A

XIA

L (M

Pa)

*

UN

IAX

IAL

CO

MP

RE

SS

ION

(M

Pa)

Wea

ther

ing

Inde

x


HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(cm

/sec

)

DRILLING DATA


Diameter: 150mm

Date: Oct/31/2016 to Oct/31/2016


DE

NS

ITY

(g/

cm3 )

E (

GP

a)

Rock Surface

WS

P R

OC

K C

OR

E-2

016

16

1-12

727-

00 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

wet spoon

split spoonbouncing

0.3

1.5

5.3

6.8

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9T

9B

10

14

5

1

2

5

4

8

>100

93

93

100/50mm

25

50

50

50

GRANULAR BASE /SUBBASE:300mm sand and gravel, trace silt,brown, moist, compact.FILL: silty sand, trace clay, tracegravel, occasional oxidized, brown,moist, loose.

SILTY CLAY : trace sand, grey,moist to wet, very soft to firm.


stiff/loose

SILTY SAND TILL: trace gravel,trace clay, grey, mosit to wet, verydense.

contains rock fragments below 6.1m

END OF THE BOREHOLENotes:1) Borehole was open uponcompletion of drilling.2) Borehole water level was at 1.5mupon completion of drilling.

76.9

75.7

71.9

70.4

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

77

76

75

74

73

72

71N

AT

UR

AL

UN

IT W

T

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

77.2

PLASTICLIMIT


ELEV


wL

0.0

UNCONFINED

1 OF 1

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA

Method: Solid Stem Auger

Diameter: 150mm

Date: Nov/03/2016 to Nov/03/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879493 E 286927

GR

REF. NO.: 161-12727-00

ENCL NO.: 4

1

2

3

4

5

6


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Ground Surface

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

43

W. L. 75.7 mNov 03, 2016

split spoonbouncing

17

0.6

1.5

4.6

6.6

8.2

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

10

31

11

6

2

6

2

2

60

74

>50

50/25mm

40

50

40

TOPSOIL: 50 mmFILL: silty sand, some gravel, tracerootlets, occasional oxidized, moist,compact.CLAYEY SILT:sandy, occasionaloxidized, brown, moist, firm.

SILTY CLAY: trace sand, grey,moist, soft to firm. wet from 1.8m

trace sand seams below 2.3m



SILTY SAND TILL: some gravel,trace clay, grey, moist, very dense

-------------------------contains rock fragments below 6.1m



END OF THE BOREHOLENotes:1) Borehole water level was at 1.8mupon completion of overburdendrilling.2) 50 mm monitoring well installedupon completion of drilling.Water level readings in monitoringwellDate Depth(m) Elevation (m)Nov24,2016 2.2 75.2

76.8

75.9

72.8

70.8

69.1

(52)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

77

76

75

74

73

72

71

70

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

77.4

PLASTICLIMIT


ELEV


wL

UNCONFINED

1 OF 1

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA


Diameter: 150mm

Date: Nov/02/2016 to Nov/02/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879526 E 287003

GR

REF. NO.: 161-12727-00

ENCL NO.: 5

1

2

3

4

5

6

7

8


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Ground Surface

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

Cement

Bentonite

Sand

Screen

Bentonite

44

W. L. 75.6 mNov 02, 2016

W. L. 75.2 mNov 24, 2016

77.3

70.7

69.18.2

W2/

W1

Fragmented zone:8.04-8.06m

106

106

54

92

100 98 98HQ1


END OF THE BOREHOLE

1

1

0

1

2

CORESAMPLE


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879526 E 287003


(m)

HA

RD

LA

YE

R (

%)

RQ

D (

%)

NU

MB

ER

1 OF 1

SIZ

E

TO

TA

L C

OR

ER

EC

OV

ER

Y (

%)

DEPTH

ROCK

DESCRIPTION

FR

AC

TU

RE

IND

EX

(per

0.3

m)

ELEV

SO

LID

CO

RE

RE

CO

VE

RY

(%

)

GR

OU

ND

WA

TE

RC

ON

DIT

ION

S

REF. NO.: 161-12727-00

ENCL NO.: 5

6.6

DISCONTINUITIES


7

8

70.8 PO

INT

LO

AD

TE

ST

UC

S D

IAM

ET

RA

L (M

Pa)

*

PO

INT

LO

AD

TE

ST

UC

S A

XIA

L (M

Pa)

*

UN

IAX

IAL

CO

MP

RE

SS

ION

(M

Pa)

Wea

ther

ing

Inde

x


HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(cm

/sec

)

DRILLING DATA


Diameter: 150mm

Date: Nov/02/2016 to Nov/02/2016


DE

NS

ITY

(g/

cm3 )

E (

GP

a)

Rock Surface

WS

P R

OC

K C

OR

E-2

016

16

1-12

727-

00 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

auger grinding

0

0.2

0.7

1.5

4.6

5.4

8.2

SS

SS

SS

SS

SS

SS

AS

SS

SS

1T

1B

2

3

4

5

6

7

8

14

8

13

3

5

2

49

50/25mm

25

80

TOPSOIL: 160 mmFILL: sandy silt to silty sand, tracegravel, occasional oxidized, brown,moist, stiff.

CLAYEY SILT: some sand,brownish grey, mosit, stiff.

SILTY CLAY: trace sand, grey,moist to wet, soft to firm.


SILTY SAND TILL: trace clay,some gravel, grey, moist, verydense

----------------------------contains rock fragments below 5.3mSHALY LIMESTONE (95%-80%):Slightly weathered to fresh,laminated to thickly bedded, lightgrey, medium strong to very strong,interbedded with slightly weatheredto fresh, thinly laminated to thinlybedded, grey, weak to mediumstrong, SHALE / LIMEY SHALE(5%-20%).


END OF THE BOREHOLENotes:1) Borehole was open uponcompletion of overburden drilling2) Borehole water level was at 4.6mupon completion of overburdendrilling.Water level readings in monitoringwellDate Depth(m) Elevation (m)Nov24,2016 3.1 73.5

77.2

76.6

75.8

72.7

72.0

69.2

(86)

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

77

76

75

74

73

72

71

70

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

77.3

PLASTICLIMIT


ELEV


wL

UNCONFINED

1 OF 1

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA


Diameter: 150mm

Date: Nov/03/2016 to Nov/03/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879444 E 286956

GR

REF. NO.: 161-12727-00

ENCL NO.: 6

1

2

3

4

5

6

7

8


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Ground Surface

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

Cement

Bentonite

Sand

Screen

Bentonite

43

W. L. 72.7 mNov 03, 2016

W. L. 74.2 mNov 24, 2016

70.6

69.28.2

W2/

W1

Fragmented zone:5.36-5.50m5.92-5.97m6.32-6.38m

5.4

6.7

159

130

110

115

48

30

96

100

72

100

43

100

HQ

HQ

1

2


END OF BOREHOLE

15

6

4

8

1

1

0

1

0

6.35m ~ 6.355m (W4)

CORESAMPLE


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879444 E 286956


(m)

HA

RD

LA

YE

R (

%)

RQ

D (

%)

NU

MB

ER

1 OF 1

SIZ

E

TO

TA

L C

OR

ER

EC

OV

ER

Y (

%)

DEPTH

ROCK

DESCRIPTION

FR

AC

TU

RE

IND

EX

(per

0.3

m)

ELEV

SO

LID

CO

RE

RE

CO

VE

RY

(%

)

GR

OU

ND

WA

TE

RC

ON

DIT

ION

S

REF. NO.: 161-12727-00

ENCL NO.: 6

5.4

DISCONTINUITIES


6

7

8

72.0 PO

INT

LO

AD

TE

ST

UC

S D

IAM

ET

RA

L (M

Pa)

*

PO

INT

LO

AD

TE

ST

UC

S A

XIA

L (M

Pa)

*

UN

IAX

IAL

CO

MP

RE

SS

ION

(M

Pa)

Wea

ther

ing

Inde

x


HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(cm

/sec

)

DRILLING DATA


Diameter: 150mm

Date: Nov/03/2016 to Nov/03/2016


DE

NS

ITY

(g/

cm3 )

E (

GP

a)

Rock Surface

WS

P R

OC

K C

OR

E-2

016

16

1-12

727-

00 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

split spoonbouncing

auger grinding

0.2

1.5

3.0

4.2

SS

AS

SS

SS

SS

AS

SS

1

2

3

4

5

6

7

3

1

0

60/150mm

50/125mm

50/25mm

25

TOPSOIL: 200 mm

FILL: silty clay, trace gravel, tracerootlets, brown, moist to wet, soft.

SILTY CLAY: grey, wet, very soft.



SILTY SAND TILL: trace gravel,grey, moist, very dense

--------------------------contains rock fragments below 3.8m

END OF BOREHOLENotes:

1) Borehole was open uponcompletion of drilling.2)Water level was at 2.4 m depthupon completion of drilling.

76.2

74.9

73.4

72.2

ST

RA

TA

PLO

T

LAB VANE

:

10 20 30

REMARKS

AND

GRAIN SIZE

DISTRIBUTION

(%)


3

SI

GRAPHNOTES

LIQUIDLIMIT

SAMPLES

NU

MB

ER

76

75

74

73

NA

TU

RA

L U

NIT

WT

PO

CK

ET

PE

N.

SOIL PROFILE

ELE

VA

TIO

N

20 40 60 80 100

QUICK TRIAXIAL


TY

PE

,3

CL


Measurement

(Cu)

(kP

a)(m)

76.4

PLASTICLIMIT


ELEV


wL

UNCONFINED

1 OF 1

20 40 60 80 100GR

OU

ND

WA

TE

R

CO

ND

ITIO

NS

"N"

B

LOW

S

0.3

m

4th3rd


(kN

/m3 )

DRILLING DATA

Method: Solid Stem Auger

Diameter: 150mm

Date: Nov/03/2016 to Nov/03/2016

DESCRIPTION


CLIENT: MMM Group


DATUM: Geodetic

BH LOCATION: N 4879476 E 287025

GR

REF. NO.: 161-12727-00

ENCL NO.: 7

1

2

3

4


w

WATER CONTENT (%)

wP

DEPTH

SA


1st 2nd

Ground Surface

WS

P S

OIL

LO

G

161-

1272

7-0

0 N

EW

-NO

V28

.GP

J S

PL.

GD

T

12/1

5/1

6

53

50W. L. 74.0 mNov 03, 2016

Appendix A1: Previous Investigation (by Geo-Logic) Results



BH-1G022 900 A1

Brighton Swing Bridge

Lovett, Ontario

Ground Surface

ASPHALT (130 mm)

FILLLight brown Gravelly Sand

Brown Gravelly Sand

SILTY SANDBrown fine Silty Sand, trace Clay, damp to moist

With Silt, moist, loose

SILTY CLAYGrey Silty Clay, few Sand, moist

Borehole terminated

78.30.078.00.3

77.50.8

76.02.3

75.33.0

1

2

3

4

AS

AS

AS

AS

na

na

na

na

20 40 60 80N in blows/0.3m

Standard Penetration Index

10 20 30 40Moisture Content %

Moisture Content

1.1

6.1

14.8

19.9

Open borehole remained dry throughout the drilling operation

AS-4: 0 % Gravel, 5 % Sand, 95 % Silt / Clay (49% less than 0.005um)

78.3 m

3.0 m

April 27, 2010

Eric Swanson

G.E.T. Drilling

Truck mount / split spoons

A-1

Log of Borehole:Project No:

Project:

Location:

Elevation (m):

Completion Depth (m):

Date of Boring:

Geologist/Technologist:

Drilling Company:

Drilling/Sampling Equipment:

Plate No.:

Geo-Logic Inc.347 Pido Road, Unit 29Peterborough, OntarioK9J 6X7

SUBSURFACE PROFILE SAMPLE

DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

BH-2G022 900 A1


Lovett, Ontario

Ground Surface

ASPHALT (100 mm)

FILLBrown Sand and Gravel, damp, compact

SILTY SANDGrey Silty Sand with Clay, few Gravel,moist, loose

Trace Gravel, moist, very loose

SILTY CLAYGrey Silty Clay, very soft

Moist, soft

Trace Gravel

TILLGrey Silty Sand with Clay and Gravel, wet, loose

Borehole terminated

78.20.0

77.40.8

76.71.5

75.82.4

74.73.5

73.64.6

73.34.9

72.45.8

1

2

3

4

5

6

7

AS

SS

SS

SS

SS

SS

SS

na

7

2

2

2

2

>100

20 40 60 80N in blows/0.3m



Moisture Content

2.5

12.1

16.4

49.0

26.0

45.9


Blow Counts: 50 = 0 "

Borehole terminated due to practical refusal. Bedrock inferred (but NOT confirmed)

78.2 m

5.8 m

April 27, 2010

Eric Swanson

G.E.T. Drilling


A-2


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

BH-3G022 900 A1


Lovett, Ontario

Ground Surface

ASPHALT (80 mm)

FILLGravelly Sand with Silt

SILTY SANDSilty Sand with Gravel

Fine Sand, wet

SILTY CLAYGrey Silty Clay, few Sand, wet, soft

Borehole terminated

78.20.0

77.70.5

77.11.1

75.92.3

75.23.0

1

2

3

4

5

AS

AS

AS

AS

AS

na

na

na

na

na

20 40 60 80N in blows/0.3m



Moisture Content

1.4

2.6

5.7

16.7

24.5

AS-1: 37 % Gravel, 53 % Sand, 10 % Silt / Clay


AS-5: 0 % Gravel, 10 % Sand, 90 % Silt / Clay

78.2 m

3 m

April 27, 2010

Eric Swanson

G.E.T. Drilling


A-3


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

BH-4G022 900 A1


Lovett, Ontario

Ground Surface

ASPHALT (130 mm)

FILLBrown Gravelly Sand

Brown Silty Sand with Gravel, few Clay, moist, loose

Loose to compact

Some cobbles, wood shavings

Wet, some brown organics

SILTY SANDGrey Silty Sand with Clay, saturated, loose

Grey Silty Sand with Clay, soft, moist to damp

TILLGrey Gravelly Sand with Silt and Clay, damp, dense

Borehole terminated

78.20.0

77.40.8

77.01.2

75.92.3

75.23.0

73.64.6

73.34.9

72.45.8

71.27.0

1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

8

11

16

2

2

>100

20 40 60 80N in blows/0.3m



Moisture Content

10.1

12.9

20.0

31.9

30.9

8.4

Seepage encountered at 4.0 m in open borehole upon completion

SS-5%: 0 % Gravel, 40 % Sand, 60 % Silt / Clay

SS-6: 17 % Gravel, 36 % Sand, 48 % Silt / Clay


78.2 m

7.0 m

April 28, 2010

Eric Swanson

G.E.T. Drilling


A-4


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

BH-5G022 900 A1


Lovett, Ontario

Ground Surface

ASPHALT (50 mm)

WOOD DECKWood decking

Gap between bottom of wooden decking and top of concrete pier

CONCRETEConcrete Pier

With Cobbles

TILLGrey Gravelly Sand with Silt, damp,

dense

Borehole terminated

78.20.0

77.50.7

76.41.8

73.64.6

72.45.872.35.9

1 AS >100

20 40 60 80N in blows/0.3m



Moisture Content



78.2 m

5.8 m

April 28, 2010

Eric Swanson

G.E.T. Drilling


A-5


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

CH-1G022 900 A1


Lovett, Ontario

Ground Surface

CONCRETE

Borehole terminated

0.0

0.3

1 CS na

20 40 60 80N in blows/0.3m



Moisture Content

Corehole terminated at 0.3 m

Existing Grade

0.3 m

April 28, 2010

Eric Swanson

Geo-Logic Inc.

Portable coring equipment

A-6


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

CH-2G022 900 A1


Lovett, Ontario

Ground Surface

CONCRETE

Borehole terminated

0.0

0.4

1 CS na

20 40 60 80N in blows/0.3m



Moisture Content


Existing Grade

0.4 m

April 27, 2010

Eric Swanson

Geo-Logic Inc.


A-7


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

CH-3G022 900 A1


Lovett, Ontario

Ground Surface

CONCRETE

Borehole terminated

0.0

0.3

1 CS na

20 40 60 80N in blows/0.3m



Moisture Content


Existing Grade

0.3 m

April 27, 2010

Eric Swanson

Geo-Logic Inc.


A-8


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

CH-4G022 900 A1


Lovett, Ontario

Ground Surface

CONCRETE

Broken chunks, fractures

LIMESTONE and CONCRETELayers of Limestone and Concrete

(Concrete layers about 5 to 20cm thickness)

Possibly armour stone with concrete matrix, or limestone bedrock with grouted voids / fractures

Borehole terminated

78.20.0

76.31.9

75.23.0

72.75.5

1 CS

20 40 60 80N in blows/0.3m



Moisture Content

0.0


78.2 m

5.5 m

April 28, 2010

Eric Swanson

G.E.T. Drilling

Truck mount, diamond coring

A-9


Project:

Location:

Elevation (m):


Date of Boring:


Drilling Company:


Plate No.:



DE

PT

H

0 0ft m

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

SY

MB

OL

DESCRIPTION

EL

EV

AT

ION

/

DE

PT

H (

m)

NU

MB

ER

TY

PE

N V

AL

UE

Pie

zo

me

ter

Da

ta

REMARKS

Appendix B: Laboratory Test Results



25.4

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T P

AS

SIN

G

GRAIN SIZE (MM)

BH 16-6 SS2

Figure No.: 1a

Project No. 161-12727-00

Date : Nov-18-2016

GRAIN SIZE DISTRIBUTION

1 51"¾"½"#4#16#200 #50#100

GRAIN SIZE IN MICROMETERS

10 30 75503SIEVE DESIGNATION (Imperial)

3/8"

C L A Y A N D S I L TS A N D G R A V E L

Fine CoarseFine Medium Coarse

UNIFIED SOIL CLASSIFICATION SYSTEM

Clayey Silt

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

MI OR OI

MH OR OH

PLASTICITY CHARTNov 18, 2016

CL

JOB NO.

CI

CH

MLML OR OL

PL

AS

TIC

ITY

IND

EX

(%

)

DATE

LIQUID LIMIT (%)

FIGURE NO. 1b

LEGEND

CL - ML

BH16-5

161-12727-00

SS 2

25.4

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T P

AS

SIN

G

GRAIN SIZE (MM)

BH 16-1 SS4

Figure No.: 2

Project No. 161-12727-00

Date : Nov-18-2016


1 51"¾"½"#4#16#200 #50#100



3/8"




Sandy Silt

25.4

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T P

AS

SIN

G

GRAIN SIZE (MM)

BH 16-1 SS7

BH 16-3 SS5

Figure No. 3a

Project No. 161-12727-00

Date : Nov-18-2016


1 51"¾"½"#4#16#200 #50#100



3/8"




Silty Clay

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

MI OR OI

MH OR OH

PLASTICITY CHARTNov 18, 2016

CL

JOB NO.

CI

CH

MLML OR OL

PL

AS

TIC

ITY

IND

EX

(%

)

DATE

LIQUID LIMIT (%)

FIGURE NO. 3b

LEGEND

CL - ML

BH16-1BH16-3BH16-4

161-12727-00

SS 7SS 5SS 5

25.4

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

PE

RC

EN

T P

AS

SIN

G

GRAIN SIZE (MM)

BH 16-5 SS7

BH 16-3 SS8

Figure No. 4

Project No. 161-12727-00

Date : Nov-18-2016


1 51"¾"½"#4#16#200 #50#100



3/8"




Silty Sand Till

Appendix B1: Photos of Concrete/Rock Cores



Appendix B1

Rock Core Photo: Run 1, Run 2 and Run 3

Run 1: 21’ 2’’ – 21’ 11’’ (6.45m – 6.68m) Run 2: 21’ 11’’ – 26’ 9’’ (6.68m – 8.15m)

Run 3: 26’ 9’’ – 31’ 0’’ (8.15m – 9.45m)

Foundation Investigation and Design Report – Replacement of Brighton Road Swing Bridge, Lovett, ON

Project No. 161-12727-00

Appendix B1

Rock Core Photo: Run 3 and Run 4

Run 3: 31’ 0’’ – 31’ 9’’ (9.45m – 9.68m) Run 4: 31’ 9’’ – 36’ 9’’ (9.68m – 11.20m)


Project No. 161-12727-00

Appendix B1


Run 1: 6’ 11’’ – 11’ 11’’ (2.11m – 3.63m) Run 2: 11’ 11’’ – 16’ 4’’ (3.63m – 4.98m)


Project No. 161-12727-00

Appendix B1


Run 2: 16’ 4’’ – 16’ 11’’ (4.98m – 5.16m) Run 3: 16’ 11’’ – 21’ 11’’ (5.16m – 6.68m)

Run 4: 21’ 11’’ – 25’ 11’’ (6.68m – 7.90m) (Bedrock start from 7.67m)


Project No. 161-12727-00

Appendix B1


Run 4: 25’ 11’’ – 27’ 2’’ (7.90m – 8.28m) Run 5: 27’ 2’’ – 32’ 1’’ (8.28m – 9.78m)

Run 6: 32’ 1’’ – 33’ 5’’ (9.78m – 10.19m)


Project No. 161-12727-00

Appendix B1

Rock Core Photo: Run 6

Run 6: 33’ 5’’ – 36’ 11’’ (10.19m – 11.25m)


Project No. 161-12727-00

Appendix B1


Run 1: 23’ 2’’ – 27’ 2’’ (7.06m – 8.28m) Run 2: 27’ 2’’ – 32’ 2’’ (8.28m – 9.80m)


Project No. 161-12727-00

Appendix B1

Rock Core Photo: Run 1

Run 1: 22’ 0’’ – 27’ 0’’ (6.71m – 8.23m)


Project No. 161-12727-00

Appendix B1


Run 1: 17’ 7’’ – 22’ 0’’ (5.36m – 6.71m) Run 2: 22’ 0’’ – 26’ 9’’ (6.71m – 8.15m)


Project No. 161-12727-00

Appendix B2: Unconfined Compressive Strength Test Results



Appendix B3: Certificates of Analysis for Soil Samples



CLIENT NAME: WSP CANADA INC.51 CONSTELLATION COURTTORONTO, ON M9W1K4 (416) 798-0065

5835 COOPERS AVENUEMISSISSAUGA, ONTARIO

CANADA L4Z 1Y2TEL (905)712-5100FAX (905)712-5122

http://www.agatlabs.com

Amanjot Bhela, Inorganic CoordinatorSOIL ANALYSIS REVIEWED BY:

DATE REPORTED:

PAGES (INCLUDING COVER): 6

Nov 22, 2016

VERSION*: 1

Should you require any information regarding this analysis please contact your client services representative at (905) 712-5100

16T161666AGAT WORK ORDER:

ATTENTION TO: Sarminy Nadarajah

PROJECT: 161-12727-00

Laboratories (V1) Page 1 of 6

All samples will be disposed of within 30 days following analysis. Please contact the lab if you require additional sample storage time.

AGAT Laboratories is accredited to ISO/IEC 17025 by the Canadian Association for Laboratory Accreditation Inc. (CALA) and/or Standards Council of Canada (SCC) for specific tests listed on the scope of accreditation. AGAT Laboratories (Mississauga) is also accredited by the Canadian Association for Laboratory Accreditation Inc. (CALA) for specific drinking water tests. Accreditations are location and parameter specific. A complete listing of parameters for each location is available from www.cala.ca and/or www.scc.ca. The tests in this report may not necessarily be included in the scope of accreditation.

Association of Professional Engineers and Geoscientists of Alberta (APEGA)Western Enviro-Agricultural Laboratory Association (WEALA)Environmental Services Association of Alberta (ESAA)

Member of:

*NOTES

Results relate only to the items tested and to all the items testedAll reportable information as specified by ISO 17025:2005 is available from AGAT Laboratories upon request

BH 16-3 SS4BH 16-1 SS3 BH 16-4 SS3 BH 16-7 SS3SAMPLE DESCRIPTION:

SoilSoilSoil SoilSAMPLE TYPE:

2016-10-31 2016-11-03 2016-11-032016-11-02DATE SAMPLED:

8024889 8024895 8024896 8024897G / S RDLUnitParameter

<0.8 <0.8 <0.8 <0.8Antimony 0.81.3µg/g

2 2 3 2Arsenic 118µg/g

39 156 106 313Barium 2220µg/g

<0.5 0.6 <0.5 0.7Beryllium 0.52.5µg/g

<5 6 6 10Boron 536µg/g

0.20 0.10 <0.10 0.22Boron (Hot Water Soluble) 0.10NAµg/g

<0.5 <0.5 <0.5 <0.5Cadmium 0.51.2µg/g

10 31 24 46Chromium 270µg/g

3.1 9.4 7.4 14.5Cobalt 0.521µg/g

6 20 16 28Copper 192µg/g

5 5 4 7Lead 1120µg/g

<0.5 <0.5 <0.5 0.6Molybdenum 0.52µg/g

5 17 13 27Nickel 182µg/g

<0.4 <0.4 <0.4 <0.4Selenium 0.41.5µg/g

<0.2 <0.2 <0.2 <0.2Silver 0.20.5µg/g

<0.4 <0.4 <0.4 <0.4Thallium 0.41µg/g

0.6 0.8 1.0 0.8Uranium 0.52.5µg/g

20 49 40 68Vanadium 186µg/g

21 56 43 90Zinc 5290µg/g

<0.2 <0.2 <0.2 <0.2Chromium VI 0.20.66µg/g

<0.040 <0.040 <0.040 <0.040Cyanide 0.0400.051µg/g

<0.10 <0.10 <0.10 <0.10Mercury 0.100.27µg/g

0.665 2.49 0.228 0.404Electrical Conductivity 0.0050.57mS/cm

10.0 16.3 0.388 0.717Sodium Adsorption Ratio NA2.4NA

7.53 7.51 7.39 7.57pH, 2:1 CaCl2 Extraction NApH Units

Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to Table 1: Full Depth Background Site Condition Standards - Soil - Residential/Parkland/Institutional/Industrial/Commercial/Community Property Use

8024889-8024897 EC & SAR were determined on the DI water extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil). pH was determined on the 0.01M CaCl2 extract prepared at 2:1 ratio.

Results relate only to the items tested and to all the items tested

DATE RECEIVED: 2016-11-18

Certificate of Analysis

ATTENTION TO: Sarminy NadarajahCLIENT NAME: WSP CANADA INC.

AGAT WORK ORDER: 16T161666

DATE REPORTED: 2016-11-22

PROJECT: 161-12727-00

O. Reg. 153(511) - Metals & Inorganics (Soil)

SAMPLED BY:SAMPLING SITE:Brighton Swing Bridge




CERTIFICATE OF ANALYSIS (V1)

Certified By:Page 2 of 6

8024889 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.57 0.665BH 16-1 SS3

8024889 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 2.4 10.0BH 16-1 SS3

8024895 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.57 2.49BH 16-3 SS4

8024895 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 2.4 16.3BH 16-3 SS4

8024897 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Barium 220 313BH 16-7 SS3


Guideline Violation



PROJECT: 161-12727-00

SAMPLEID GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULTSAMPLE TITLE




GUIDELINE VIOLATION (V1) Page 3 of 6

O. Reg. 153(511) - Metals & Inorganics (Soil)

Antimony 8024889 8024889 <0.8 <0.8 NA < 0.8 109% 70% 130% 80% 80% 120% 82% 70% 130%

Arsenic 8024889 8024889 2 2 NA < 1 101% 70% 130% 84% 80% 120% 93% 70% 130%

Barium 8024889 8024889 39 41 5.7% < 2 88% 70% 130% 86% 80% 120% 88% 70% 130%

Beryllium 8024889 8024889 <0.5 <0.5 NA < 0.5 78% 70% 130% 93% 80% 120% 82% 70% 130%

Boron

8024889 8024889 <5 <5 NA < 5 107% 70% 130% 99% 80% 120% 83% 70% 130%

Boron (Hot Water Soluble) 8021216 0.11 0.13 NA < 0.10 136% 60% 140% 100% 70% 130% 98% 60% 140%

Cadmium 8024889 8024889 <0.5 <0.5 NA < 0.5 112% 70% 130% 99% 80% 120% 103% 70% 130%

Chromium 8024889 8024889 10 11 9.1% < 2 79% 70% 130% 100% 80% 120% 92% 70% 130%

Cobalt 8024889 8024889 3.1 3.4 6.9% < 0.5 80% 70% 130% 88% 80% 120% 88% 70% 130%

Copper

8024889 8024889 6 7 6.0% < 1 78% 70% 130% 93% 80% 120% 84% 70% 130%

Lead 8024889 8024889 5 6 8.8% < 1 89% 70% 130% 90% 80% 120% 86% 70% 130%

Molybdenum 8024889 8024889 <0.5 <0.5 NA < 0.5 99% 70% 130% 87% 80% 120% 102% 70% 130%

Nickel 8024889 8024889 5 5 5.5% < 1 78% 70% 130% 86% 80% 120% 84% 70% 130%

Selenium 8024889 8024889 <0.4 <0.4 NA < 0.4 95% 70% 130% 88% 80% 120% 96% 70% 130%

Silver

8024889 8024889 <0.2 <0.2 NA < 0.2 104% 70% 130% 104% 80% 120% 106% 70% 130%

Thallium 8024889 8024889 <0.4 <0.4 NA < 0.4 98% 70% 130% 88% 80% 120% 87% 70% 130%

Uranium 8024889 8024889 0.6 0.6 NA < 0.5 89% 70% 130% 89% 80% 120% 87% 70% 130%

Vanadium 8024889 8024889 20 21 6.3% < 1 84% 70% 130% 87% 80% 120% 93% 70% 130%

Zinc 8024889 8024889 21 22 NA < 5 85% 70% 130% 94% 80% 120% 90% 70% 130%

Chromium VI

8018502 <0.2 <0.2 NA < 0.2 94% 70% 130% 101% 80% 120% 101% 70% 130%

Cyanide 8029609 <0.040 <0.040 NA < 0.040 92% 70% 130% 110% 80% 120% 96% 70% 130%

Mercury 8024889 8024889 <0.10 <0.10 NA < 0.10 98% 70% 130% 80% 80% 120% 84% 70% 130%

Electrical Conductivity 8024896 8024896 0.228 0.228 0.0% < 0.005 99% 90% 110% NA NA

Sodium Adsorption Ratio 8024896 8024896 0.388 0.360 7.6% NA NA NA NA

pH, 2:1 CaCl2 Extraction

8019017 6.95 6.99 0.6% NA 100% 80% 120% NA NA

Comments: NA signifies Not Applicable.Duplicate Qualifier: As the measured result approaches the RL, the uncertainty associated with the value increases dramatically, thus duplicate acceptance limits apply only where the average of the two duplicates is greater than five times the RL.

Certified By:


SAMPLING SITE:Brighton Swing Bridge SAMPLED BY:


Dup #1 RPDMeasured

ValueRecovery Recovery

Quality Assurance


CLIENT NAME: WSP CANADA INC.

PROJECT: 161-12727-00

Soil Analysis

UpperLower

AcceptableLimits

BatchPARAMETERSample

IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits

MATRIX SPIKEMETHOD BLANK SPIKEDUPLICATERPT Date: Nov 22, 2016 REFERENCE MATERIAL

MethodBlank




QUALITY ASSURANCE REPORT (V1) Page 4 of 6


Soil Analysis

Antimony MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Arsenic MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Barium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Beryllium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Boron MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Boron (Hot Water Soluble) MET-93-6104EPA SW 846 6010C; MSA, Part 3, Ch.21

ICP/OES

Cadmium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Chromium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Cobalt MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Copper MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Lead MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Molybdenum MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Nickel MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Selenium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Silver MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Thallium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Uranium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Vanadium MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Zinc MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Chromium VI INOR-93-6029 SM 3500 B; MSA Part 3, Ch. 25 SPECTROPHOTOMETER

Cyanide INOR-93-6052MOE CN-3015 & E 3009 A;SM 4500 CN

TECHNICON AUTO ANALYZER

Mercury MET-93-6103 EPA SW-846 3050B & 6020A ICP-MS

Electrical Conductivity INOR-93-6036 McKeague 4.12, SM 2510 B EC METER

Sodium Adsorption Ratio INOR-93-6007McKeague 4.12 & 3.26 & EPA SW-846 6010B

ICP/OES

pH, 2:1 CaCl2 Extraction INOR-93-6031 MSA part 3 & SM 4500-H+ B PH METER




Method Summary



PROJECT: 161-12727-00

AGAT S.O.P ANALYTICAL TECHNIQUELITERATURE REFERENCEPARAMETER




METHOD SUMMARY (V1) Page 5 of 6

CLIENT NAME: WSP CANADA INC.51 CONSTELLATION COURTTORONTO, ON M9W1K4 (416) 798-0065




Amanjot Bhela, Inorganic CoordinatorSOIL ANALYSIS REVIEWED BY:

DATE REPORTED:

PAGES (INCLUDING COVER): 5

Nov 22, 2016

VERSION*: 1

Should you require any information regarding this analysis please contact your client services representative at (905) 712-5100

16T161667AGAT WORK ORDER:


PROJECT: 161-12727-00

Laboratories (V1) Page 1 of 5

All samples will be disposed of within 30 days following analysis. Please contact the lab if you require additional sample storage time.


Association of Professional Engineers and Geoscientists of Alberta (APEGA)Western Enviro-Agricultural Laboratory Association (WEALA)Environmental Services Association of Alberta (ESAA)

Member of:

*NOTES

Results relate only to the items tested and to all the items testedAll reportable information as specified by ISO 17025:2005 is available from AGAT Laboratories upon request

BH16-1 SS5 BH16-3 SS6 BH16-4 SS2SAMPLE DESCRIPTION:

SoilSoil SoilSAMPLE TYPE:

2016-11-032016-10-312016-11-02DATE SAMPLED:

8024412 RDL 8024419 RDL 8024420G / S RDLUnitParameter

109 4 113 2 17Sulphate (2:1) 2µg/g

Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard

8024412 Sulphate was determined on the DI water extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil).

8024419 Sulphate was determined on the DI water extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil).Elevated RDL indicates the degree of sample dilution prior to the analysis in order to keep analytes within the calibration range of the instrument and to reduce matrix interference.

8024420 Sulphate was determined on the DI water extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil).


DATE RECEIVED: 2016-11-18

Certificate of Analysis



DATE REPORTED: 2016-11-22

PROJECT: 161-12727-00

Sulphate (Soil)

SAMPLED BY:SAMPLING SITE:Brighton Swing Bridge




CERTIFICATE OF ANALYSIS (V1)

Certified By:Page 2 of 5

Sulphate (Soil)

Sulphate (2:1) 8018872 10 10 0.0% < 2 93% 70% 130% 98% 70% 130% 98% 70% 130%

Certified By:




Dup #1 RPDMeasured

ValueRecovery Recovery

Quality Assurance



PROJECT: 161-12727-00

Soil Analysis

UpperLower

AcceptableLimits

BatchPARAMETERSample

IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits

MATRIX SPIKEMETHOD BLANK SPIKEDUPLICATERPT Date: Nov 22, 2016 REFERENCE MATERIAL

MethodBlank




QUALITY ASSURANCE REPORT (V1) Page 3 of 5


Soil Analysis

Sulphate (2:1) INOR-93-6004 McKeague 4.12 & SM 4110 B ION CHROMATOGRAPH




Method Summary



PROJECT: 161-12727-00

AGAT S.O.P ANALYTICAL TECHNIQUELITERATURE REFERENCEPARAMETER




METHOD SUMMARY (V1) Page 4 of 5

Appendix C: Site Photographs



Appendix C

Foundation Investigation and Design Report – Replacement of Brighton Swing Bridge, Lovett, ON Project No. 161-12727-00

Photo 1: Looking toward south – Borehole BH 16-1 at north abutment

Photo 2: Looking toward south – Borehole BH 16-2 at center pivot pier location

BH 16-1

BH 16-2

Appendix C


Photo 3: Looking toward east – Borehole BH 16-3 at south abutment location

Photo 4: Borehole BH 16-4 in the vicinity of canal wall (west of north abutment).

BH 16-3

BH 16-4

Appendix C


Photo 5: Borehole BH 16-5 in the vicinity of canal wall (east of north abutment).

Photo 6: Borehole BH 16-6 in the vicinity of canal wall (west of south abutment).

BH 16-5

BH 16-6

Appendix C


Photo 7: Borehole BH 16-7 in the vicinity of canal wall (east of south abutment).

Photo 8: Looking toward west – A section of canal wall (west of south abutment) was tilted towards

channel.

BH 16-7

Tilted wall

Appendix C


Photo 9: Looking toward north – A section of canal wall (west of south abutment) was moved towards

channel.

Photo 10: Looking toward east – Same as photo 9 (but looking from different direction).

Wall movement

Wall movement

Appendix C


Photo 11: Looking toward north – Voids behind the canal wall (west of south abutment) was noted.

Photo 12: Looking towards canal wall (west of south abutment) – Adjacent ground (grassy nature) was

gently rising upward from canal wall with flat slope.

Voids

Appendix C


Photo 13: Looking toward west (from BH 16-7 location) - Adjacent ground (grassy nature) was gently

rising upward from canal wall with flat slope.

FOUNDATION INVESTIGATION REPORT

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