Terraprobe - City of Hamilton

Terraprobe Consulting Geotechnical & Environmental Engineering Construction Materials Inspection & Testing

GEOTECHNICAL INVESTIGATION BLOCKS 1 TO 8 PIER 8 HAMILTON, ONTARIO

PREPARED FOR:

City of Hamilton Waterfront Development Office 77 James Street North, Suite 320 Hamilton, Ontario L8R 2K3

ATTENTION:

Mr. Jeff Pidsadny Senior Project Manager

File No. 7-16-0090-03 February 5, 2018 ©Terraprobe Inc. Distribution: Copies -

City of Hamilton Terraprobe Inc. Terraprobe Inc.

Greater Toronto 11 Indell Lane Brampton, Ontario L6T 3Y3 (905) 796-2650 Fax: 796-2250

Hamilton – Niagara Central Ontario 903 Barton Street, Unit 22 220 Bayview Drive, Unit 25 Stoney Creek, Ontario L8E 5P5 Barrie, Ontario L4N 4Y8 (905) 643-7560 Fax: 643-7559 (705) 739-8355 Fax: 739-8369 www.terraprobe.ca

Northern Ontario 1012 Kelly Lake Rd., Unit 1 Sudbury, Ontario P3E 5P4 (705) 670-0460 Fax: 670-0558

City of Hamilton - Waterfront Development Office Re: Geotechnical Investigation – Pier 8 Blocks

February 5, 2018 File No. 7-16-0090-03

EXECUTIVE SUMMARY

This report presents the results of a preliminary geotechnical investigation carried out in the Pier 8 area of the City of Hamilton. The intent of the investigation was to provide factual information to be provided to perspective proponents for due diligence, planning and conceptual design purposes. The results of eight boreholes drilled to depths of 29 to 35m below the existing ground surface are reported together with geotechnical classification testing carried out on selected samples recovered from the boreholes. The results of a series of boreholes completed for the design of site services for the subject lands and reported previously have also been provided as well as information on boreholes previously drilled in the area for other intents. The subsurface conditions at the site generally consisted of deep, variable fill deposits overlying strata of organic silt and loose to very loose silt overlying stiff to very stiff silty clay. Refusal, presumed to correspond with the bedrock surface was encountered at depths of about 29 to 35m below the existing ground surface. Deep foundations consisting of end bearing units penetrating the bedrock that underlies the site are considered the preferred alternative for the support of buildings at the site due to the lowest risk and the highest load carrying capacity.

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City of Hamilton - Waterfront Development Office Re: Geotechnical Investigation – Pier 8 Blocks

February 5, 2018 File No. 7-16-0090-03

TABLE OF CONTENTS 1. 

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

2. 

BACKGROUND .......................................................................................................... 2 

3. 

PROCEDURE ............................................................................................................. 3 

4. 

SUBSURFACE CONDITIONS .................................................................................... 5  4.1  General ............................................................................................................... 5  4.2  Soil Conditions .................................................................................................... 5  4.2.1.  Fill ............................................................................................................... 5  4.2.2.  Silty Fine Sand ................................................................................................ 6  4.2.3.  Organic Silt and Silt ......................................................................................... 6  4.2.4.  Silty Clay ......................................................................................................... 6  4.2.5.  Silty Clay Till .................................................................................................... 7  4.2.6.  Shaley Till ........................................................................................................ 7  4.2.7.  Weathered Shale............................................................................................. 7  4.3.  Ground Water Conditions .................................................................................... 8 

5. 

DISCUSSION ............................................................................................................ 10 

6. 

LIMITATIONS AND USE OF REPORT..................................................................... 11  6.1  Procedures ........................................................................................................ 11  6.2  Use of Report .................................................................................................... 12 

FIGURES

Figure 1 Figure 2

Site Location Plan Borehole Location Plan

APPENDICES

Appendix A

Borehole Logs – Current Investigation

Appendix B Appendix C Appendix D

Borehole Logs – Pier 8 Underground Services Borehole Logs – Other Projects – Pier 8 Geotechnical Laboratory Results

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

1.

February 5, 2018 File No. 7-16-0090-03

INTRODUCTION

This report presents the results of a preliminary geotechnical investigation carried out in the Pier 8 area of the City of Hamilton. The location of the site is shown on Figure 1. The intent of the investigation was to provide factual information on the soil, rock and groundwater conditions on blocks that have been created in the Pier 8 lands. The results of eight boreholes designated as Boreholes B1 to B8 that were drilled at the site are reported together with the results of soil classification testing carried out on selected samples. Also enclosed are records of a series of boreholes that were drilled to provide information for the design of underground services and other infrastructure for the redevelopment of the Pier 8 lands (Appendix B). The results of these investigations are presented in the following reports: 

Terraprobe Inc. Report No. 7-16-0190-01, entitled “Geotechnical investigation Pier 8 Pumping Station and Forcemain, Hamilton, Ontario”, dated September 8, 2017; and



Terraprobe Inc. Report No. 7-16-0190-02, entitled “Geotechnical investigation Pier 8 Underground Servicing, Hamilton, Ontario”, dated December 15, 2017.  

Records of boreholes from the City’s database that were previously drilled at the site for other design initiatives have also been included (Appendix C). It is understood that the factual information in this report is being made available to proponents for due diligence purposes, for use in assessing the feasibility of developing the blocks and for conceptual design purposes. It is noted that the information provided may not be of sufficient detail for the detailed design of building foundations or other intents. It is presumed that proponents will undertake additional or supplementary investigations as needed to support their site specific design initiatives.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

2.

February 5, 2018 File No. 7-16-0090-03

BACKGROUND

It is known that the much of the west harbour area was created by filling. The following brief account of the development of the subject lands has been paraphrased from Dillon’s ESA report for the subject lands.1 The west harbour area is situated north of Guise Street East approximately between James Street North and Ferguson Street as shown on Figure 1. The area was initially developed in the mid-1800s and it is likely that fill was deposited in the south portion of the study area during that period. More aggressive filling took place in the 1960s during which time the northern approximately two thirds of the site was reclaimed and Pier 8 was constructed. These lands were subsequently developed for use primarily as warehousing. Later uses included boat storage and maintenance associated with the marina and yacht club, a ferry terminal, aircraft hangar and trucking terminal and continued use of the land for warehousing and shipyard use. Most of the buildings have been razed in 2016 and 2017 however building foundations and slabs on grade were left in place in most instances.

1

Dillon Consulting Limited: Phase Two Environmental Site Assessment, Pier 8, Hamilton, Ontario, Draft Report, April 2016

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

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February 5, 2018 File No. 7-16-0090-03

PROCEDURE

The fieldwork for the current investigation was carried out between January 16 and January 30, 2018, during which time boreholes numbered B1 to B8 were drilled as follows:

Borehole Number

Block No.

B1

1

B2

2

B3

3

B4

4

B5

5

B6

6

B7

7

B8

8

The locations of the boreholes are shown on the Location Plan, Figure 2. The results of the current series of boreholes are shown on the Log of Borehole sheets in Appendix A of this report. The existing underground services at the site were located in advance of the drilling by Ontario One Call. In addition, Frontier Utility Locating Services Inc. was retained to confirm that there were no private services conflicting with the borehole locations. The drilling equipment consisted of a CME 75 truck mounted drill rig that was supplied and operated by Geo-Environmental Drilling Inc. Members of our engineering staff arranged for the underground service locates, observed the drilling and sampling operations, logged the boreholes and cared for the samples obtained. The boreholes were advanced to a depth of 6m below the existing ground surface using conventional interval augering and sampling techniques. The boreholes were advanced from a depth of 6m to the depth explored using casing and mud rotary drilling techniques. Soil samples were recovered by split barrel sampling in accordance with ASTM Standard D1586 at 1.5m intervals to a nominal depth of 15m below the existing ground surface and at 3m intervals of depth thereafter. In-situ shear vane shear testing was carried out in the softer cohesive soils encountered.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

February 5, 2018 File No. 7-16-0090-03

The boreholes were terminated at practical refusal which has been interpreted as coinciding with the surface of the weathered shale bedrock. No rock coring was carried out as part of the current program. It is noted that rock coring was carried out at selected locations during previous investigations and this information has been included in this report. Soil samples recovered from the boreholes were sealed in clean, single use containers and transferred to Terraprobe’s Stoney Creek laboratory for further examination and laboratory testing. Soil cuttings from the boreholes were contained in sealed steel drums which were subsequently removed from the site and managed by a soil management contractor. The ground surface elevations at the borehole locations have been inferred from the spot elevations shown on topographical mapping provided by the City of Hamilton. The ground water conditions in the open boreholes were observed during and immediately after drilling. Ground water levels reported in monitoring wells constructed at the site previously have been reported. A program of geotechnical laboratory testing was carried out on the soil samples recovered from the boreholes including moisture content (ASTM D 2216), particle size analysis (ASTM D422), and Atterburg Limits (ASTM D4318). The results of the laboratory testing are presented in Appendix D and are shown on the Records of Borehole sheets in Appendix A. No soil quality analyses were carried out as part of this investigation. Information on soil quality is available in various Environmental Site Assessment (ESA) reports by others.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

4.

SUBSURFACE CONDITIONS

4.1

General

February 5, 2018 File No. 7-16-0090-03

The subsurface soil, rock and ground water conditions encountered in the boreholes drilled as part of the present investigation are shown on the Log of Boreholes sheets provided in the accompanying Appendix A. The results of boreholes previously drilled at the site for the design of underground services and other infrastructure are provided in Appendices B and C respectively. The subsurface conditions were confirmed at the borehole locations only and the conditions will vary between and beyond the boreholes. The boundaries between the various strata shown on the Record of Borehole sheets were based on non-continuous sampling and observations of drilling resistance. These boundaries typically represent a transition between the various stratigraphic units and are not to be interpreted as precise planes of stratigraphic change. The subsurface conditions encountered at the site generally consisted of fill overlying soft organic silt and very loose silt. The silt was underlain by stiff to very stiff silty clay. All of the boreholes were terminated at the depth of practical refusal which was presumed to correspond with the bedrock surface.

4.2

Soil Conditions

The following is a general description of the major stratigraphic units encountered in the boreholes.

4.2.1. Fill Fill of a variable nature was encountered to depths of about 4 to 10m below the existing ground surface in boreholes B1 to B7. The fill generally consisted of silty sand and silty clay mixed with rubble consisting of gravel, pieces of concrete, brick, slag, timber and other materials. The N values determined in the Standard Penetration testing carried out in the fill ranged from 2 to greater than 100 blows per 0.3m with an average N value of about 12 blows per 0.3m. It is considered likely that the highest N values observed were an indication of coarser sized particles encountered during drilling and do did not reflect the state of packing of the fill. It should be noted that large particle sizes such as construction rubble, slag and other obstructions were encountered within the fill stratum that overlies the site. Information as to the size and distribution of the coarse particles within the fill is not provided since the sampling equipment and techniques used were not of sufficient size to capture large particles.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

February 5, 2018 File No. 7-16-0090-03

The high penetration resistance observed at some locations provides an indication of the likely presence of large sized particles in the fill. Test pits would be needed to provide further information on the make-up of the fill. The in-situ water content of samples of the fill recovered from the penetration testing ranged from about 8 to 68 percent with an average in-situ water content of about 23 percent.

4.2.2. Silty Fine Sand Borehole 8 penetrated a near surface layer of silty fine with an N value of 2 blows per 0.3m and a natural water content of about 25 to 30 percent.

4.2.3. Organic Silt and Silt Strata of organic silt and silt were encountered beneath the fill in most of the boreholes. The N values determined in the organic silt were in the range of 2 to 6 blows per 0.3m inferring a relatively soft consistency. The in-situ water content of the organic silt ranged from about 32 to 70 percent with an average natural water content of about 45 percent. The N values determined in the underlying silt ranged from 3 to 10 blows per 0.3m. The water content of the silt ranged from about 30 to 38 percent. Grain size distribution curves for samples of the organic silt and silt are shown on Figure D1 in Appendix D.

4.2.4. Silty Clay A stratum of silty clay was encountered beneath the silt and organic silt in all of the boreholes. The N values determined in the silty clay were in the range of 2 to 24 blows per 0.3m with an average N value of about 10 blows per 0.3m, inferring a stiff to very stiff consistency. The results of field vane strength testing carried out within the softer silty clay (i.e. N<10 blows per 0.3m) ranged from about 60 to greater than 100 kPa, inferring a stiff consistency. Grain size distribution curves for selected samples of the silty clay recovered from the boreholes are shown on Figure D2 in Appendix D. Average liquid and plastic limits of about 32 and 18 percent respectively (average for six samples)were determined on the silty clay indicating inorganic clay of relatively low plasticity as shown on Figure D3.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

February 5, 2018 File No. 7-16-0090-03

4.2.5. Silty Clay Till A stratum of silty clay till was penetrated beneath the stiff silty clay in boreholes B1, B3, B4, B6 and B7. N values in the range of 17 to 62 blows per 0.3m were determined in the silty clay till. The natural water content of the silty clay till ranged from about 10 to 19 percent.

4.2.6. Shaley Till Several of the boreholes penetrated a layer beneath the silty clay and silty clay till that has been identified as ‘shaley till’. This unit can generally be described, in geological terms, as an imbricate embedment of fragments of shale bedrock in a till matrix, and is thought to have been formed by glacial overriding of the parent bedrock. Based on the consistency and the relatively high penetration resistance, this stratum has often been interpreted as a highly weathered zone of the bedrock formation. It is typically difficult to distinguish the shaley till from the underlying weathered shale bedrock. N values of 74 to greater than 100 blows per 0.3m were determined in the shaley till. The natural water content of the shaley till was in the range of about 7 to 10 percent.

4.2.7. Weathered Shale The interval sampling method used to explore the overburden at the site is conventionally accepted investigative practice however this method does not define the bedrock surface with precision particularly in this instance where the bedrock is overlain by glacial till with a similar make-up and where the surficial zone of the underlying bedrock is weathered. As best could be practically determined, the surface of the bedrock has been interpreted at the depths and elevations shown below.

Borehole No. B1 B2 B3 B4 B5 B6 B7 B8

Apparent Depth to Bedrock (m) 30.2 29.1 32.0 30.5 32.0 32.1 32.6 35.1

Apparent Bedrock Surface Elevation (m) 46.8 47.0 43.9 47.3 44.9 44.0 45.0 41.6

Bedrock at the site of the proposed pumping station (Block 9) was confirmed by rock coring during a previous investigation (BH28 – Appendix B) at a depth of 28.5m below ground Terraprobe Inc

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

February 5, 2018 File No. 7-16-0090-03

surface or at elevation 48.2m. Bedrock was reported in the area of the existing Discovery Centre (northwest area of Pier 8) at a depth of about 27m or at Elevation 49.5m (BH2 Golder 2000 - Appendix C). The bedrock that underlies the site belongs to the Queenston Formation which predominantly consists of thinly bedded reddish brown calcareous shale with grey green bands of interbedded argillaceous limestone. The shale is of relatively low strength and the harder limestone layers are of medium strength. A summary of other general information with respect to this formation is presented in the Ontario Ministry of Transportation and Communication publication RR229 - Evaluation of Shales for Construction Projects- An Ontario Shale Rating System, March 1983.

4.3.

Ground Water Conditions

The boreholes were drilled using mud rotary techniques and for this reason stabilized ground water conditions could not be determined in the open boreholes following drilling. Ground water was typically encountered at depth of about 1 to 2m below the existing ground surface. The water level measured in the harbour at Pier 8 at the time of the investigation was at elevation 75.5m. The following is a summary of ground water levels measured in monitoring wells constructed in selected boreholes as part of the previous investigation (Appendix B).

Summary of Ground Water Level Monitoring Borehole No.

Screened Interval (m)

Soil Stratum

1 5 6 10 11 19 28

72.0 – 73.5 59.1 – 60.6 58.8 – 60.3 52.3 – 53.8 70.7 – 73.8 66.9 – 69.9 67.0 – 70.0

silt silty clay silty clay silty clay Fill silt sandy silt

Sept. 1 2016 75.5 69.2 71.1 74.9 75.9 74.9 n/a

Elevation of Ground Water Level (m) Oct. 11 Nov. 7 July 24 2016 2016 2017 75.9 76.1 74.5 74.1 74.8 74.3 76.1 75.0 75.4 75.6 75.9 75.7 76.4 74.7 74.5 n/a n/a 74.6 n/a

Feb. 2, 2018 n/a n/a 75.7 n/a n/a n/a n/a

n/a not accessible The ground water levels indicated above may not necessarily represent stabilized conditions. In addition the ground water levels will vary seasonally and with precipitation conditions. The corresponding water levels in Hamilton harbour during the field work (from Canada Fisheries and Oceans - Station 13150, Burlington) are shown below.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

February 5, 2018 File No. 7-16-0090-03

Summary of Lake Ontario Levels (Burlington) Date

Sept. 1, 2016

Oct. 11, 2016

Nov. 16, 2016

July 24, 2017

74.76

74.59

74.57

75.68

Water level (m) (IGLD 85)

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

5.

February 5, 2018 File No. 7-16-0090-03

DISCUSSION

Information on the subsurface soil and rock conditions encountered in boreholes drilled on various blocks in the Pier 8 lands has been provided. The following discussion regarding future development of the Pier 8 blocks is offered for planning and conceptual design consideration only and must be confirmed via a detailed geotechnical investigation at the design stage. It is intended that proponents will examine the factual results of the investigation and make their own interpretation of the data and assessment of the constraints and opportunities for future development at the site(s). The subsurface conditions at the site generally consisted of deep, variable deep fill deposits overlying strata of compressible organic silt and loose to very loose silt overlying stiff to very stiff silty clay. Refusal, presumed to correspond with the bedrock surface was encountered at depths of about 29 to 35m below the existing ground surface. There are risks that are inherent to developing property underlain by fill. The primary concern relates to the potential for ongoing post construction differential settlement. Settlement will occur due to consolidation of the underlying soils due to the weight of the fill and within the fill mass due to the variability of the fill and the method of deposition. In this case the existing fill has been in place for some 50+ years and the consolidation of the underlying native soil is expected to be essentially complete under the existing loading. It is considered that the risk of large settlements to take place would be low provided that there are not major grade raises. It was considered feasible to construct underground serving for the development based on this premise and provided that minor settlements could be tolerated. Buildings are less tolerant of post construction settlement and other approaches must therefore be considered for the development. Deep foundations generally consisting of end bearing units penetrating the bedrock that underlies the site are considered the preferred alternative due to the lowest risk and the highest load carrying capacity. In some instances use of raft foundations, possibly in conjunction with ground improvement techniques and/or pre-loading may be feasible to support low rise structures.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

6.

LIMITATIONS AND USE OF REPORT

6.1

Procedures

February 5, 2018 File No. 7-16-0090-03

This investigation has been carried out using investigation techniques consistent with those ordinarily exercised by Terraprobe and other engineering practitioners, working under similar conditions and subject to the time, financial and physical constraints applicable to this project. The drilling and sampling was carried out by a specialist drilling contractor and observed and recorded by Terraprobe on a full time basis. The boreholes were advanced using mud rotary drilling techniques and sampling was carried out at regular intervals of depth. A Terraprobe technician logged the boreholes and examined the samples recovered from the boreholes. The samples were contained and transferred to the Terraprobe laboratory, where they were reviewed for consistency of description by a geotechnical engineer and classification testing was carried out on selected samples. Ground water observations were made in the boreholes as drilling proceeded. It is noted that the stratigraphic limits shown on the borehole logs are based on noncontinuous sampling and observations of drilling resistance and are therefore considered to be approximate and should not be interpreted as exact planes of geological change. It must be recognized that there are special risks whenever engineering or related disciplines are applied to identify subsurface conditions. A comprehensive sampling and testing programme implemented in accordance with the most stringent level of care may fail to detect certain conditions. It may not be possible to drill a sufficient number of boreholes, or sample and report them in a way that would provide all the subsurface information and geotechnical advice to completely identify all aspects of the site and works that could affect development costs, techniques, equipment and scheduling. Proponents must be directed to draw their own conclusions regarding the subsurface conditions and how these conditions could affect the feasibility of developing the various blocks.

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City of Hamilton – Waterfront Development Office Re: Geotechnical Investigation - Pier 8 Blocks

6.2

February 5, 2018 File No. 7-16-0090-03

Use of Report

This is a preliminary geotechnical report that is intended for planning, conceptual design and due diligence purposes only. Additional boreholes, ground water monitoring wells, laboratory testing and detailed geotechnical analysis will be required at the detailed design stage. No warranty is made regarding the adequacy or completeness of the information for site specific design purposes. This report is copyright of Terraprobe Inc., and no part of this report may be reproduced by any means, in any form, without the prior written permission of Terraprobe. We trust that this report is satisfactory for your present requirements. If there is any point requiring further clarification, please contact the undersigned.

Yours Truly Terraprobe Inc.

J. G. Muckle, P. Eng., Associate

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FIGURES

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LOGS OF BOREHOLES

APPENDIX A Terraprobe Inc.

Terraprobe

ABBREVIATIONS AND TERMINOLOGY

SAMPLING METHODS

PENETRATION RESISTANCE

AS CORE DP FV GS SS ST WS

Standard Penetration Test (SPT) resistance ('N' values) is defined as the number of blows by a hammer weighing 63.6 kg (140 lb.) falling freely for a distance of 0.76 m (30 in.) required to advance a standard 50 mm (2 in.) diameter split spoon sampler for a distance of 0.3 m (12 in.).

auger sample cored sample direct push field vane grab sample split spoon shelby tube wash sample

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

COHESIONLESS SOILS Compactness

COHESIVE SOILS

‘N’ value

very loose loose compact dense very dense

<4 4 – 10 10 – 30 30 – 50 > 50

Consistency

COMPOSITION

‘N’ value

Undrained Shear Strength (kPa)

<2 2–4 4–8 8 – 15 15 – 30 > 30

< 12 12 – 25 25 – 50 50 – 100 100 – 200 > 200

very soft soft firm stiff very stiff hard

Term (e.g) trace silt some silt silty sand and silt

% by weight < 10 10 – 20 20 – 35 > 35

TESTS AND SYMBOLS  Unstabilized water level

MH

mechanical sieve and hydrometer analysis

w, wc

water content

wL, LL

liquid limit

wP, PL

plastic limit

IP, PI

plasticity index

k

coefficient of permeability 

γ

soil unit weight, bulk

Cc

compression index

φ’

internal friction angle

cv

coefficient of consolidation

c’

effective cohesion

mv

coefficient of compressibility

cu

undrained shear strength

e

void ratio

1st water level measurement nd

2

water level measurement

Most recent water level measurement Undrained shear strength from field vane (with sensitivity)

 

FIELD MOISTURE DESCRIPTIONS Damp refers to a soil sample that does not exhibit any observable pore water from field/hand inspection. Moist refers to a soil sample that exhibits evidence of existing pore water (e.g. sample feels cool, cohesive soil is at plastic limit) but does not have visible pore water Wet

refers to a soil sample that has visible pore water

Terraprobe Inc. Greater Toronto 11 Indell Lane Brampton, Ontario L6T 3Y3 (905) 796-2650 Fax: 796-2250

Hamilton – Niagara Central Ontario 903 Barton Street, Unit 22 220 Bayview Drive, Unit 25 Stoney Creek, Ontario L8E 5P5 Barrie, Ontario L4N 4Y8 (905) 643-7560 Fax: 643-7559 (705) 739-8355 Fax: 739-8369 www.terraprobe.ca

Northern Ontario 1012 Kelly Lake Rd., Unit 1 Sudbury, Ontario P3E 5P4 (705) 670-0460 Fax: 670-0558

LOG OF BOREHOLE B1 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 16, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

1

Elevation Datum : Geodetic

77.0 76.5 0.5

GROUND SURFACE 50mm ASPHALTIC CONCRETE FILL, granular base FILL, silty sand to sandy silt, with pieces of brick, timber, slag, concrete and gravel, very loose to compact, brownish black to grey

2 3

6

SS

4

2

SS

2

3

SS

4

4

SS

11

5

SS

10

6

SS

8

7

SS

5

8

SS

2

9

SS

3

10

SS

5

7

9 66.9 10.1

40

80

120

160

MC

LL

10

20

30

Unstabilized Water Level

PL

Instrument Details

Field Vane Lab Vane

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

75 74

72 71

12 63.9 13.1

14

69 68 67

ORGANIC SILT, soft, black / dark brown

11

66 65 64

SILT, trace sand, trace organics, very loose to loose, dark brown / grey

15

63

0 34 55 11

62

16

61 60.2 16.8

18

60

SILTY CLAY, trace gravel, very stiff, grey

59 12

SS

24

1 3 41 55

19

58

20

57

21

56 13

SS

20

22

55

23

54

24

53 14

25 26

Unconfined Pocket Penetrometer

Liquid Limit

70

8

17

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

73

5

13

Moisture / Plasticity

Dynamic Cone

76 1

4

10

77

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592566, N: 4792193 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

SS

11 52

50.8 26.2

27

51

SILTY CLAY, trace sand, occasional gravel, hard, grey (GLACIAL TILL)

29

47.9 29.1

30

46.8 46.7 30.3

50 15

SS

36

SHALEY TILL, reddish brown

16

SS

100 / 175mm

WEATHERED SHALE, reddish brown

17

SS

50 / 100mm

28

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : AF

END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

49 48 47

LOG OF BOREHOLE B2 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 29, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

3

76.0

GROUND SURFACE 75mm ASPHALTIC CONCRETE FILL, silty sand and gravel, with pieces of brick and rubble, compact, brown

73.6 2.4

4

FILL, sandy silt, trace clay, trace organics, pieces of asphalt, gravel, metal, brick and slag, loose to compact, brown

5 6

75 1

SS

14

2

SS

4

73 72

3

SS

21

4

SS

23

71 70 69

7 8

5

SS

14

6

SS

8

68 67

9 10

74

65.9 10.1

11

66

SANDY SILT to SILT, trace shale fragments, trace organics, very loose, brown / grey

7

SS

3

8

SS

3

65 64

12

63

13 14

9

SS

7

10

SS

3

62 61

15 16

60

17

59

18

58.0 18.0

19

SILTY CLAY, trace sand, trace gravel, stiff to hard, brown to grey

58 11

SS

30 57 56

20

55

21 12

SS

9

22

54

23

53 52

24 13

25

SS

9

50

26 27 28 29

51

49.2 26.8 48.0 28.0 47.0 46.9 29.1

SILT, trace clay, trace gravel, very dense, grey

49 14

SS

67

15

SS

100 / 75mm

48

SHALEY TILL, hard, reddish brown WEATHERED SHALE, (probably), reddish brown END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

47

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

1 2

Elevation Datum : Geodetic

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592625, N: 4792157 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : JM

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE B3 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 26, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

1 2

74.4 1.5 74.1 1.8 71.9 4.0

GROUND SURFACE FILL, granular base FILL, silty sand and gravel, pieces of concrete and wood, dark brown TIMBER FILL, Foundry sand, with pieces of slag, compact, black

70.1 5.8

SS

10

2

SS

13

80

120

160

LL

10

20

30

74 73

3

SS

7

4

SS

3

71 70

56

5

SS

3

6

SS

5

68

57

63.4 12.5

7

SS

3

8

SS

10

65 64

SILTY CLAY, trace sand, trace gravel, stiff to very stiff, grey

14

63 9

SS

19

10

SS

9

62 61

15 16

60

17

59 58

18 12

SS

5

19

57

20

56 55

21 13

SS

10

22

54

23

53 52

24 14

25 49.7 26.2

27

SS

10

51 50

SILTY CLAY, trace sand, occasional gravel, hard, grey (GLACIAL TILL)

28

49 15

SS

40

48 47

29 46.0 29.9

31 43.9 43.9 32.0

SHALEY TILL, trace sand, occasional rock fragments, hard, reddish brown

WEATHERED SHALE, reddish brown END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

46 16

SS

74

17

SS

100 / 25mm

45 44

51

Unstabilized Water Level

MC

Instrument Details

PL

66

11

32

40

Field Vane Lab Vane

72

10

30

Unconfined Pocket Penetrometer

Liquid Limit

67

9

26

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

69

8

13

Moisture / Plasticity

Dynamic Cone

Headspace Vapour (ppm)

Number 1

7

12

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

75

SANDY SILT, loose, grey

SILT to ORGANIC SILT, soft, brown

Elevation Scale (m)

75.9 75.6 0.3

Description

SAMPLES Graphic Log

Elev Depth (m)

5 6

Drilling Method

SOIL PROFILE

3 4

Elevation Datum : Geodetic

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592749, N: 4792121 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : AF

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE B4 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 17, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

1

Elevation Datum : Geodetic

77.8 77.2 0.6

GROUND SURFACE 25mm ASPHALTIC CONCRETE

3

1

SS

50 / 25mm

2

SS

21

72.0 5.8

FILL, silty clay, trace topsoil, soft, grey

3

SS

9

4

SS

4

12

69.3 8.5

5

SS

4

6

SS

4

66.4 11.4

SILT, trace sand, loose, dark brown to grey

7

SS

4

8

SS

3

Unstabilized Water Level

30

Instrument Details

20

Headspace Vapour (ppm)

10

GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

73

70 45

9

SS

3

10

SS

8

67

52

65 64

0 37 50 13

63 61.6 16.2

17

SILTY CLAY, till like, very stiff, brown to grey

62 61 60

18 12

SS

21

19 57.7 20.1

59 58

SILTY CLAY, trace gravel, stiff, grey

57

21 13

SS

10

22

56 55

23

54

24 14

25 51.9 25.9

27

SS

9

53 52

SILTY CLAY, trace sand, occasional gravel, grey (GLACIAL TILL)

51 15

28

SS

17

50 49

29 30

160

LL

66

15

26

120

MC

68

14

20

80

PL

76

69

ORGANIC SILT, soft, black

13

16

40

Field Vane Lab Vane

Lab Data and Comments

71

10 11

Unconfined Pocket Penetrometer

Liquid Limit

72

7

9

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

74

5

8

Moisture / Plasticity

Dynamic Cone

75

4

6

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

77

FILL, granular base FILL, rubble to sandy silt, with pieces of brick, mortar, concrete, timber, cinders, loose to compact, brown / black

2

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592551, N: 4792137 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : AF

48 47.3 47.3 30.5

WEATHERED SHALE, reddish brown END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

16

SS

50 / 50mm

3 12 41 44

LOG OF BOREHOLE B5 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 18, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

Elevation Datum : Geodetic

76.9

1 2

GROUND SURFACE FILL, rubble with silty sand, with gravel, trace ash and cinders, with pieces of brick, mortar, concrete, timber, very loose to compact, blackish brown and grey

3

1

SS

46

2

SS

9

3

SS

4

4

SS

12

68.4 8.5

5

SS

2

6

SS

2

ORGANIC SILT, very soft, grey

65.2 11.7 63.5 13.4

SILT, trace fine sand, very loose, brown

7

SS

3

8

SS

4

160

10

20

30

Unstabilized Water Level

LL

Instrument Details

MC

GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

75 74

72 68

69 49

47

66 65

45

0 16 70 14

64

SILTY CLAY, trace gravel, stiff, grey

9

SS

2

FV

15 10 16

SS

63

1.6

62 2 61

FV

1.4

60

17

59

18 12

SS

7

19

58

20

57

1 6 45 48

56

21 13

SS

10

22

55

23

54 53

24 14

25

SS

14

52 51

26

50

27 15

28

SS

3

49

FV 47.6 29.3

30

48

SILT, trace clay, trace fine sand, dense, grey

31 32

120

PL

Lab Data and Comments

67

11

29

80

68

10

14

40

Field Vane Lab Vane

Liquid Limit

70

7

13

Unconfined Pocket Penetrometer

71

6

12

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

73

5

9

Moisture / Plasticity

Dynamic Cone

76

4

8

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592623, N: 4792095 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : AF

44.9 44.8 32.1

WEATHERED SHALE, reddish brown END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

47 16

SS

40

17

SS

50 / 100mm

46 45

2.0

LOG OF BOREHOLE B6 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 22, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

1

76.1 75.8 0.3

GROUND SURFACE FILL, granular FILL, silty fine sand, with layers of peat and silt, very stiff to compact, brown

3 72.1 4.0

5

ORGANIC SILT to SILT, with shale fragments, very soft, brown to grey

6

9

SS

10

2

SS

3

3

SS

2

40

80

120

160

MC

LL

10

20

30

Unstabilized Water Level

PL

Instrument Details

Field Vane Lab Vane

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

4

SS

2

5

SS

2

6

SS

2

7

SS

0

8

SS

5

9

SS

15

10

SS

6

74 73

71 70

49

70

68 67

40

66

11 12 13

55

65 64

70

63 62.1 14.0

15

SILTY CLAY, trace sand, trace gravel, stiff, grey

16

62 61

0 9 42 49

60

FV

17

11

SS

6

12

SS

8

18

59 58

19

57

20

56

21

55 13

SS

9

3 8 44 45

22

54

23

53

24

52 14

25

SS

9 51

26

50

27

49 15 47.8 28.3

29

SS

4 48

SILTY CLAY, very stiff, grey (GLACIAL TILL)

47

30

32

Unconfined Pocket Penetrometer

Liquid Limit

72

10

31

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

69

8

28

Moisture / Plasticity

Dynamic Cone

75 1

7

14

76

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

2

4

Elevation Datum : Geodetic

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592741, N: 4792061 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : SG

46 44.9 31.2 44.0 32.1

16

SS

62

17

SS

50 / 50mm

SHALEY TILL, hard, reddish brown END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

45

LOG OF BOREHOLE B7 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 19, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

1 2

5

77.6

76.1 1.5

73.0 4.6

6

GROUND SURFACE FILL, sand and gravel, trace silt, trace clay, black / brown

SS

11

2

SS

10

3

SS

6

4

SS

2

5

SS

4

6

SS

4

...Timber penetrated at 10.7m depth

7

SS

5

SILTY CLAY, stiff, grey

8

SS

2

ORGANIC SILT to SILT, trace shale fragments, trace fine sand, very soft to soft, dark brown to grey

11 65.7 11.9

120

160

LL

10

20

30

Unstabilized Water Level

MC

Instrument Details

PL

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

76

74 73 41

71 70

42

68 42

67

65

1.5

FV

14

9

SS

3

10

SS

2

64 63

15 16

62 1.4

FV

61

17

60

18 11 19

SS

2

FV

59 58

20

57

21 12

SS

3

22

56 55

23

54

24 13

25

SS

9

53 52

26

51

27 14

28

SS

7

50 49

29 47.7 29.9

31

33

80

Field Vane Lab Vane

Liquid Limit

66

13

32

40

72

10

30

Unconfined Pocket Penetrometer

69

9

12

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

75

7 8

Moisture / Plasticity

Dynamic Cone

77 1

FILL, clayey silt and topsoil, with gravel, pieces of timber brick and glass fragments, firm to stiff, brown / black

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

3 4

Elevation Datum : Geodetic

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592630, N: 4792036 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : SG

45.6 32.0

48

SILTY CLAY, trace sand, occasional gravel, hard, grey (GLACIAL TILL)

15

SS

34

WEATHERED SHALE, reddish brown

16

SS

50 / 75mm

44.0 33.6

END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

47 46 45

1.8

0 8 42 50

LOG OF BOREHOLE B8 Project No.

: 7-16-0090-03

Client

: The City of Hamilton

Date started : January 30, 2018

Project : Pier 8 Blocks

Compiled by : GM

Sheet No.

Location : Hamilton, Ontario

Checked by : GM

1

GROUND SURFACE 300mm TOPSOIL

40

80

SS

2

2

SS

2

3

SS

10

4

SS

17

5

SS

8

6

SS

6

7

SS

5

75

73

SANDY SILT, compact, grey

69.4 7.3

SILTY CLAY, trace sand, trace gravel, stiff, grey

72

70 69 68

9 10 11

FV

12

14

8

SS

7

9

SS

5

FV

15 10

SS

67 66 1.6

65

13

64 63 1.6

62 4

16

61 60

17

59

18 11

SS

7

19

58 57

20

56

21 12

22

SS

11

55 54

23

53

24

...becoming till like at 24.4m depth

25

13

SS

13

52 51

26

50

27 14

28 47.4 29.3

30

SS

11

49 48

SILT, trace sand, trace clay, dense, grey

47 15

31

SS

41

46 45

32

35

44 43.0 33.7 41.6 41.5 35.2

SHALEY TILL, hard, reddish brown

16

SS

55

17

SS

100 / 100mm

43 42

WEATHERED SHALE, reddish brown END OF BOREHOLE Auger refusal on inferred bedrock Borehole contained drill water upon completion of drilling. Unstabilized water level and cave not measured.

120

160

PL

MC

LL

10

20

30

Unstabilized Water Level

Field Vane Lab Vane

Liquid Limit

Instrument Details

Unconfined Pocket Penetrometer

71

8

34

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

Headspace Vapour (ppm)

Number 1

Moisture / Plasticity

Dynamic Cone

74 72.9 3.8

6

33

: Tri-cone with casing (mud rotary) Penetration Test Values (Blows / 0.3m)

76

SILTY FINE SAND, very loose, brown

5

29

Elevation Scale (m)

76.7 76.4 0.3

Description

SAMPLES Graphic Log

Elev Depth (m)

3

7

Drilling Method

SOIL PROFILE

2

4

Elevation Datum : Geodetic

SPT 'N' Value

: CME 75, truck-mounted

Depth Scale (m)

: E: 592742, N: 4792000 (UTM 17T)

Rig type

Type

: 1 of 1

Position

0

file: 7-16-0090-03 - pier 8 blocks.gpj

Originated by : JM

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOGS OF BOREHOLES PIER 8 UNDERGROUND SERVICES

APPENDIX B Terraprobe Inc.

LOG OF BOREHOLE 4 Project No. : 7-16-0090-01

Client

Date started : August 17, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.6 0.6

GROUND SURFACE FILL Granular Base

77

FILL, silty sand, some gravel, with pieces of concrete and brick, compact 1

1

SS

27 76

2

SS

13

2 74.9 2.3

75

FILL, silty sand, some gravel, with pieces of concrete and brick, compact

3

SS

8

4

SS

10

3 74

4

73.1 4.1

73

SILTY CLAY, with silt seams and layers, stiff, grey

5

SS

8

5 72

6 71 6 70.6 6.6

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 2.1 m below ground surface; borehole was open upon completion of drilling.

SS

9

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

77.2

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592526, N: 4791951 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 5 Project No. : 7-16-0090-01

Client

Date started : August 4, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.7 0.6 1

GROUND SURFACE FILL Granular Base

Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

Instrument Details

Moisture / Plasticity

Dynamic Cone

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

77

FILL, clayey silt to sandy silt, with glass fragments and pieces of asphalt, gravel, loose, brown

76 1

2

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

77.3

Description

Elevation Scale (m)

0

Drilling Method SAMPLES

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592549, N: 4792020 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

SS

8 75

3 2 4

73.0 4.3

5

ORGANIC SILT, shell fragments, very soft, dark grey

SS

11

74

73 3

SS

WH 72

6 4

SS

WH

57

71

7 70 5

8

SS

40

3 69

9 6

SS

WH

68

4 45 43 8

10 67 7

11

SS

3 66

12

65.4 11.9

SILTY CLAY, soft 8

SS

2

65

13 64 9

14

SS

2

0 3 44 53

63

1.7

FV 15 10

SS

3

62

16 61 11

17

SS

3 60

1.6

FV 18 12

58.6 18.7

file: 7-16-0090-01 pier 8 hamilton.gpj

END OF BOREHOLE Water encountered at 2m depth. Unstablized water level at 12.2m below ground surface after drilling; borehole was open upon completion of drilling. 50 mm dia. monitoring well installed.

SS

4

59

WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Sep 1, 2016 8.2 69.2 Oct 11, 2016 2.9 74.5 Nov 7, 2016 3.2 74.1

LOG OF BOREHOLE 6 Project No. : 7-16-0090-01

Client

Date started : August 5, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

1

GROUND SURFACE FILL, clayey silt, some sand, some shale fragments, pieces of slag, loose to compact, reddish brown

72.8 4.3

5

SS

40

80

120

160

MC

LL

10

20

30

SS

19

74

73

ORGANIC SILT, (poor recovery), very soft

3

SS

40

2 72

4

SS

WH

7

71

43

70

8

68.0 9.1

SANDY SILT to SILTY FINE SAND, very loose, grey

5

SS

6

SS

WH 69

WH

10

68

67

11

64.9 12.2

7

SS

WH

8

SS

5

66

65

SILTY CLAY, trace gravel, firm, grey

13

64 9

14

SS

2

63 1.5

FV 15

62 10

16

SS

3 61

FV 11

17

SS

6

2.0

60 1.6

FV 18

59 12

58.4 18.7

file: 7-16-0090-01 pier 8 hamilton.gpj

END OF BOREHOLE Water encountered at 3m depth. Unstablized water level at 12.8m below ground surface after drilling; borehole was open upon completion of drilling. 50 mm dia. monitoring well installed.

SS

3

WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Sep 1, 2016 6.0 71.1 Oct 11, 2016 2.3 74.8 Nov 7, 2016 2.8 74.3

Unstabilized Water Level

PL

Instrument Details

Field Vane Lab Vane

6

6

12

Unconfined Pocket Penetrometer

Liquid Limit

75

2

9

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

76

3

4

Moisture / Plasticity

Dynamic Cone

77

1

2

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

77.1

Description

Elevation Scale (m)

0

Drilling Method SAMPLES

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592544, N: 4792074 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 8 Project No. : 7-16-0090-01

Client

Date started : August 12, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

77.8

GROUND SURFACE 75mm ASPHALTIC CONCRETE

77.3 0.5

FILL Granular Base

1

FILL, silty sand and gravel, some clay, pieces of slag, glass fragments and cinders, compact, dark brown / black

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

77 1

SS

21

2

SS

35

3

SS

9

76

2

75 3

74.8 3.0

FILL, clayey silt to sandy silt, trace cinders, pieces of brick fragments, very loose to compact, dark brown

4

SS

9

74 4

5

SS

36

73

5

72 6 6

SS

3 71

7 70.5 7.3

ORGANIC SILT, soft, black 7

SS

4

70

8

9

69.0 8.8

69

SILT, trace sand, loose, dark grey 8

68.2 9.6

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 5.5 m below ground surface; borehole was open upon completion of drilling.

SS

6

43

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592463, N: 4792202 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 9 Project No. : 7-16-0090-01

Client

Date started : August 1, 1940

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.6 0.5 1

GROUND SURFACE 75mm ASPHALTIC CONCRETE

77

FILL Granular Base FILL, sand, (possibly foundry sand) with brick fragments and clay lumps, compact, black

1

SS

20

2

SS

35

2

3

75

74.1 3.0

FILL, clayey silt, some gravel, some brick fragments, firm to stiff, dark brown

3

SS

5

4

SS

9

74

4

73

5

SS

12

5

6

72

71.0 6.1

ORGANIC SILT, very soft to soft, black

71 6

SS

6

7

70

7

SS

1

8

69 68.6 8.5

SILT, trace sand, loose, dark grey

9

68 8 67.5 9.6

END OF BOREHOLE Unstabilized water level measured at 4.0 m below ground surface; borehole was open upon completion of drilling. file: 7-16-0090-01 pier 8 hamilton.gpj

76

SS

5

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

77.1

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592482, N: 4792258 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 10 Project No. : 7-16-0090-01

Client

Date started : August 3, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

1 2 3 4

73.7 3.0 73.1 3.6

GROUND SURFACE 50mm ASPHALTIC CONCRETE FILL Granular Base

1

SS

14

FILL, clayey silt to sandy silt, with pieces of brick, dark brown to reddish brown

2

SS

25

3

SS

23

4

SS

77

FILL TAR, (solid), Black FILL, sandy silt, with layers of brown and black slag, pieces of concrete and asphalt, loose, brown and black

5

40

80

120

160

PL

MC

LL

10

20

30

Unstabilized Water Level

Field Vane Lab Vane

Instrument Details

Unconfined Pocket Penetrometer

Liquid Limit

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

76 75 74

5

SS

6

6

SS

23

72

70

8

7

SS

7

8

SS

6

69 68

9

67

10 11 64.5 12.2

13

9

SS

12

10

SS

1

11

SS

0

12

SS

6

13

SS

1

14

SS

19

15

SS

11

66 65

SILTY FINE SAND to SANDY SILT, very loose, dark brown to dark grey

14

64 63 62

15 16 17 59.0 17.7

SILTY CLAY, trace gravel, stiff to very stiff, grey

20

0 71 24 5

61 60 59

19

58 57

2 10 46 42

56

21 16

SS

8

17

SS

14

22

55 54

23

53

24 file: 7-16-0090-01 pier 8 hamilton.gpj

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

73

7

18

Moisture / Plasticity

Dynamic Cone

71

6

12

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

76.7 76.2 0.5

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: CME 75, truck-mounted

Type

: E: 592532, N: 4792261 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

18

51.9 24.8

END OF BOREHOLE Unstabilized water level measured at 2.1 m below ground surface; borehole was open upon completion of drilling. 50 mm dia. monitoring well installed.

SS

8

52

WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Sep 1, 2016 1.8 75.0 Oct 11, 2016 1.7 75.0 Nov 7, 2016 1.3 75.4 Jul 24, 2017 1.5 75.2

LOG OF BOREHOLE 11 Project No. : 7-16-0090-01

Client

Date started : August 4, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.2 0.6 1

GROUND SURFACE 50mm ASPHALTIC CONCRETE

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

FILL Granular Base FILL, silty clay, trace gravel, pieces of bick, very soft to firm, grey

76

1

SS

7

75

2

74 3 2 73.1 3.7 4

SS

2

FILL, clayey silt to sandy silt, with pieces of brick and mortar, loose to compact, dark brown to reddish brown

73

3

SS

10

72

5

71 6 4

SS

5 70

7

5

8

9

68.0 8.8

SS

9

69

68

SANDY SILT to SILTY FINE SAND, loose, dark grey 6

SS

7 67

10

7

11

SS

7

66

65

file: 7-16-0090-01 pier 8 hamilton.gpj

12 8

64.2 12.6

END OF BOREHOLE Unstabilized water level measured at 4.6 m below ground surface; borehole was open upon completion of drilling. 50 mm dia. monitoring well installed.

SS

2

WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Sep 1, 2016 0.9 76.0 Oct 11, 2016 1.0 75.9 Nov 7, 2016 1.2 75.7 Jul 24, 2017 0.5 76.3

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

76.8

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: CME 75, truck-mounted

Type

: E: 592531, N: 4792239 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 12 Project No. : 7-16-0090-01

Client

Date started : August 9, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.2 0.5 1

GROUND SURFACE 75mm ASPHALTIC CONCRETE

2

3

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

FILL Granular Base FILL, silty fine sand and gravel, pieces of asphalt, timber and metal, compact, brown / black

74.3 2.4

Graphic Log

76.7

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592582, N: 4792247 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

76

1

SS

17

FILL, brick fragments, some sand, mortar and rubble, loose to compact

75

74 2

SS

20 73

4 3

5

SS

7

72

71 6 4 7

69.7 7.0

70

5

67.9 8.8

20

FILL, silty fine sand, with pieces of brick, loose, dark brown to black

8

9

SS

SS

5

69

68

SANDY SILT to SILTY FINE SAND, very loose to loose, dark grey

6

SS

3 67

10

7

11

SS

3

66

0 50 44 6

65 12 8

SS

2 64

13

9

14

SS

1

63

62 15 10

SS

10

11

SS

9

61

16 60 17

59 18 12

58.0 18.7

file: 7-16-0090-01 pier 8 hamilton.gpj

END OF BOREHOLE Unstabilized water level measured at 4.6 m below ground surface; borehole was open upon completion of drilling.

SS

6

58

0 48 44 8

LOG OF BOREHOLE 13 Project No. : 7-16-0090-01

Client

Date started : August 9, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.8

GROUND SURFACE 70mm ASPHALTIC CONCRETE

76.3 0.5

FILL Granular Base FILL, sandy silt, with pieces of brick and slag, loose, dark brown

76

1

1

SS

9

75

2

74 3 2 73.1 3.7 4

SS

5 73

FILL, brick fragments and slag, some sand and gravel, compact

3

SS

30

72

5

71 6 4

SS

16 70

7 69.5 7.3

FILL, silty fine sand, with pieces of concrete, very loose, brown 5

SS

4

69

8 68.3 8.5

SILTY FINE SAND to SANDY SILT, loose, grey

68

9 6 67.2 9.6

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 3.0 m below ground surface; borehole was open upon completion of drilling.

SS

7

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592588, N: 4792225 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 14 Project No. : 7-16-0090-01

Client

Date started : August 10, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.3 0.6 1

GROUND SURFACE 70mm ASPHALTIC CONCRETE FILL Granular Base FILL, sandy silt to clayey silt, with pieces of brick and slag, loose

1

SS

11

2

SS

7

3

SS

7

76

75

2

74 3 4

SS

11

73 4

72.3 4.6 5

FILL, slag and brick fragments, very dense to compact, black and brown

5

SS

50 / 75mm

72

71 6 6 70.2 6.7 7

SS

12

FILL, silty clay to clayey silt, with pieces of concrete, some sand and gravel, stiff, grey

70

7

SS

11

69

8

68 9 8 67.3 9.6

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 3.0 m below ground surface; borehole was open upon completion of drilling.

SS

40

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

76.9

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592565, N: 4792210 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 15 Project No. : 7-16-0090-01

Client

Date started : August 10, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

SS

66

77

2

SS

50 / 100mm

FILL, sandy silt, trace to some gravel, with pieces of asphlat and brick, dense, dark brown to black 1

76

2

3

3

75.0 3.0

SS

7 75

FILL, silty clay, trace topsoil, some gravel, firm, dark brown

4

SS

5

74

4

5

SS

5

5 72.5 5.5

FILL, brick fragments, trace clay, rubble, compact, dark brown 72

6 6

7

71.0 7.0

SS

19

71

FILL, silty silt, some gravel, with pieces of brick and asphalt, compact, dark brown 7

SS

12

8

70

9

69 8 68.4 9.6

END OF BOREHOLE Unstabilized water level measured at 3.0 m below ground surface; borehole was open upon completion of drilling. file: 7-16-0090-01 pier 8 hamilton.gpj

73

SS

19

Moisture / Plasticity

Dynamic Cone

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

1

Number

Elevation Scale (m)

GROUND SURFACE 60mm ASPHALTIC CONCRETE

Graphic Log

78.0

Description

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Instrument Details

Drilling Method SAMPLES SPT 'N' Value

0

Elevation Datum : Geodetic (NAD83)

SOIL PROFILE Elev Depth (m)

Originated by : AF

Headspace Vapour (ppm)

: D90, truck-mounted

Type

: E: 592570, N: 4792157 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 16 Project No. : 7-16-0090-01

Client

Date started : August 11, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

SS

17

75

2

SS

23

FILL, silty sand and gravel, trace cinders, pieces of concrete, wood, loose to compact, dark brown

1

74

2

3

3

73.0 3.0

SS

5

73

FILL, clayey silt, some gravel, with pieces of brick and asphalt, loose to compact, dark brown

4

SS

5

72

4

5

SS

32 71

5 70.7 5.3

FILL, slag with brick fragments

70

6 6

69.6 6.4

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 1.2 m below ground surface; borehole was open upon completion of drilling.

SS

50 / 125mm

Moisture / Plasticity

Dynamic Cone

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

1

Number

Elevation Scale (m)

GROUND SURFACE 100mm ASPHALTIC CONCRETE

Graphic Log

76.0

Description

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Instrument Details

Drilling Method SAMPLES SPT 'N' Value

0

Elevation Datum : Geodetic (NAD83)

SOIL PROFILE Elev Depth (m)

Originated by : AF

Headspace Vapour (ppm)

: D90, truck-mounted

Type

: E: 592676, N: 4792162 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 17 Project No. : 7-16-0090-01

Client

Date started : August 11, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

77.2 0.6 1

GROUND SURFACE FILL Granular Base

FILL, sandy silt, trace clay, with pieces of brick, asphalt and timber, very loose to compact, dark brown to black

77 1

SS

10

2

SS

7

3

SS

4

76

2

75 3 4

SS

5

74 4

73.2 4.6

SILTY FINE SAND to SANDY SILT, very loose, dark grey

5

SS

4

73

5

72 6 6 71.2 6.6

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 3.0 m below ground surface; borehole was open upon completion of drilling.

SS

1

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

77.8

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592650, N: 4792047 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 18 Project No. : 7-16-0090-01

Client

Date started : August 11, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

GROUND SURFACE FILL Granular Base

77 76.8 0.6 1

FILL, silty sand to sandy silt, trace clay, with pieces of asphalt, gravel and timber, loose to compact, dark brown

1

SS

19

76

2

75.3 2.1

2

SS

8

3

SS

3

4

SS

4

FILL, clayey silt, some gravel, with pieces of asphalt, soft, dark brown

75

3

74

4

72.8 4.6

73

SILTY FINE SAND to SANDY SILT, loose to compact, dark grey

5

SS

9

5

72

6 6 70.8 6.6

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 3.7 m below ground surface; borehole was open upon completion of drilling.

SS

18

71

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

77.4

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: D90, truck-mounted

Type

: E: 592637, N: 4792023 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 19 Project No. : 7-16-0090-01

Client

Date started : August 8, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

GROUND SURFACE 60mm ASPHALTIC CONCRETE

10 20 30 40 Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

FILL Granular Base 75.3 0.7 1 74.5 1.5

FILL, sandy silt, occasional gravel, loose, brown

1

SS

7

ORGANIC SILT, (possibly fill), soft, black / brown

2

SS

1

75

48

74

2

3

SS

1

4

SS

2

73

3

72

4

5

SS

49

3 71

5 70.5 5.5

PEAT, soft, black 70

6 6

SS

143

3

69

7 68.7 7.3

SILT, very loose, brown 7

SS

3

8 67.5 8.5

68

CLAYEY SILT, with silt sayers, stiff, grey 67

9 8

SS

10

66.4 9.6

END OF BOREHOLE

file: 7-16-0090-01 pier 8 hamilton.gpj

Unstabilized water level measured at 3.0 m below ground surface; borehole was open upon completion of drilling. 50 mm dia. monitoring well installed.

WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Sep 1, 2016 1.1 74.9 Oct 11, 2016 1.3 74.7 Nov 7, 2016 1.5 74.5

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

76.0

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: CME 75, truck-mounted

Type

: E: 592772, N: 4792015 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 28 Project No. : 7-16-0090-01

Client

Date started : October 24, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

1 2 3

74.3 2.4

GROUND SURFACE 75mm ASPHALTIC CONCRETE

69.7 7.0

67.9 8.8

66 65 64 63 62 61

16

60

17

...(See BH12 for upper 18m) 58.4 18.3

19

59 1

SS

7

2

SS

13

ORGANIC SILT, stiff, grey

3

SS

10

SILTY CLAY, trace gravel, stiff to very stiff, grey

4

SS

12

5

SS

23

6

SS

14

SILTY FINE SAND, loose, grey

20 55.4 21.3

22 53.8 22.9

24

58 57 56

25

56

55 54 53 52 51

26 49.6 27.1 48.2 28.5 48.1 28.6

30

file: 7-16-0090-01 pier 8 hamilton.gpj

50

SHALEY TILL, with grey silt layers, hard, reddish brown

7

WEATHERED SHALE, reddish brown (QUEENSTON FORMATION)

8

QUEENSTON FORMATION (See rock core log for details) 45.1 31.6

END OF BOREHOLE Refusal on inferred bedrock Unstabilized water level measured at 1.2 m below ground surface; borehole caved to 23.5 m below ground surface upon completion of drilling. 50 mm dia. monitoring well installed.

SS

56

49

SS 50 / RUN 25mm

48

RUN

46

47

WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Nov 7, 2016 2.2 74.6

Unstabilized Water Level

Instrument Details

30

67

15

31

20

68

SANDY SILT to SILTY FINE SAND, very loose to loose, dark grey

14

29

10

69

13

28

160

LL

70

FILL, silty fine sand, with pieces of brick, loose, dark brown to black

12

27

120

MC

73

11

23

80

PL

71

10

21

40

Field Vane Lab Vane

72

8

18

Unconfined Pocket Penetrometer

Liquid Limit

74

6

9

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

75

FILL, silty fine sand and gravel, pieces of asphalt, timber and metal, compact, brown / black

5

7

Moisture / Plasticity

Dynamic Cone

76

FILL Granular Base

FILL, brick fragments, some sand, mortar and rubble, loose to compact

4

: Solid stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

76.7 76.2 0.5

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: CME 75, truck-mounted

Type

: E: 592590, N: 4792239 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

ROCK CORE LOG 28 Project No. : 7-16-0090-01

Client

: The City of Hamilton

Originated by : AF

Date started : October 24, 2016

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

48

Comments

48

5

R1

0 3

47 29.9m to 30.0m: UCS = 43.6 MPa

3

46.7 30.0

30.2-30.3m: Sub-vertical Fracture

0 R2 31

TCR = 100% SCR = 100% RQD = 79%

46

0 0

mod. close

3

46

31.2m to 31.3m: UCS = 52.5 MPa

45.1 31.6m

END OF COREHOLE

Run 2@Depth 30.0m/Elev. 46.7↓

Run 1@Depth 28.5m/Elev. 48.1↑

file: 7-16-0090-01 pier 8 hamilton.gpj

Elevation (m)

Spacing

Laboratory Testing

R6

R5

R4

R3

R2

R1

Z4

Frequency

25 50 100 250

8 TCR = 96% SCR = 93% RQD = 34% 47

30

Z3

48.1 28.6

5

Estimated Strength Z2

Recovery

Natural Fractures

UCS (MPa)

Shale Weathering Zones

Z1

Rock coring started at 28.6m below grade

QUEENSTON FORMATION Shale, reddish brown, thickly bedded to medium bedded, weak to medium strong, Limestone (20%), grey green interbeds, bedding normally 25 to 75mm with isolated beds of up to 100mm, weak to medium strength

Elev Depth (m)

: Solid stem augers

close

29

GENERAL DESCRIPTION

Elevation (m)

Drilling Method Run

Elevation Datum : Geodetic (NAD83)

: CME 75, truck-mounted

Graphic Log

: E: 592590, N: 4792239 (UTM 17T)

Rig type

Depth (m)

Position

LOG OF BOREHOLE 29 Project No. : 7-16-0090-01

Client

Date started : June 29, 2017

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

76.5

GROUND SURFACE 100mm ASPHALTIC CONCRETE

76.2 0.3

100mm Concrete FILL, construction debris, pieces of brick, asphalt, slag, ceramics, very loose, brownish black

1

1

SS

2

2

SS

1

3

SS

5

4

SS

8

74

SILT to SANDY SILT, trace clay, compact to dense, brown to grey 73

4

72 5

SS

30

5

71

6 6 69.9 6.6

Unstabilized water level measured at 1.5 m below ground surface; borehole was open upon completion of drilling.

file: 7-16-0090-01 pier 8 hamilton.gpj

SS

26 70

END OF BOREHOLE

40

80

120

Field Vane Lab Vane

160

PL

MC

LL

10

20

30

Unstabilized Water Level

Unconfined Pocket Penetrometer

Liquid Limit

Instrument Details

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

40

2

73.6 2.9

Moisture / Plasticity

Dynamic Cone

76

75

3

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: CME 75, truck-mounted

Type

: E: 592774, N: 4791968 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

LOG OF BOREHOLE 30 Project No. : 7-16-0090-01

Client

Date started : June 29, 2017

Project : Pier 8

Compiled by : GM

Sheet No. : 1 of 1

Location : Hamilton, Ontario

Checked by : GM

1

75.3 1.1

GROUND SURFACE 60mm ASPHALTIC CONCRETE

Unconfined Pocket Penetrometer

40

80

120

Field Vane Lab Vane

160

Liquid Limit

PL

MC

LL

10

20

30

1

SS

10

2

SS

4

3

SS

WoH

4

SS

4

5

SS

1

FILL, sandy silt to silty sand, with pieces of timber, very loose, brownish grey

75

2 74

3

4

72.4 4.0

73

ORGANIC SILT, soft, brown to grey 72

5 71 6 6

SS

2

70

7 69 7

8

SS

75

1 68

9 8

SS

3

67

10 66 9

11

SS

47

1 65

12

64.5 11.9

SILTY CLAY, stiff to very stiff, grey to brown

10

SS

11

64

13 63

file: 7-16-0090-01 pier 8 hamilton.gpj

14

11

62.2 14.2

END OF BOREHOLE Unstabilized water level measured at 1.5 m below ground surface; borehole was open upon completion of drilling.

SS

16

Unstabilized Water Level

10 20 30 40 Undrained Shear Strength (kPa)

Plastic Natural Limit Water Content

Instrument Details

Moisture / Plasticity

Dynamic Cone

76

FILL, Granular Base FILL, sandy silt, with traces of coal, compact, black

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour (ppm)

Number

Graphic Log

76.4 76.1 0.3

Description

SAMPLES

Elevation Scale (m)

0

Drilling Method

SOIL PROFILE Elev Depth (m)

Originated by : AF

Elevation Datum : Geodetic (NAD83)

SPT 'N' Value

: CME 75, truck-mounted

Type

: E: 592729, N: 4792043 (UTM 17T)

Rig type Depth Scale (m)

Position

: The City of Hamilton

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

RECORDS OF BOREHOLES BY OTHERS

APPENDIX B Terraprobe Inc.

from Golder, June 2000

Terraprobe

BOREHOLE LOG 101

Client

: Shoreplan Engineering Limited

Project No. :

71-13-8027

Project

: Pier 8

Date started :

June 17, 2013

Location : Hamilton, Ontario

Sheet No. :

1 of 3

0

Elevation Datum : IGLD

76.4

75.9 0.5

GROUND SURFACE 100mm ASPHALTIC CONCRETE FILL, granular base

76

FILL, slag, (sand and gravel like), very dense, brown

1

75 1

SS

90

2

74

3

73

4

72 2

SS

50 / 75mm

5

71 70.6 5.8

library: library - terraprobe gint.glb report: terraprobe soil log file: 71-13-8027-pier 8 hamilton.gpj

6

FILL, silt, some slag, some debris and black sediment, loose, brown 3

SS

6

70

7

69 68.8 7.6

SILT, with layers of silty fine sand, loose, grey

8

68

9 4

10 (continued next page)

SS

11

67

10

20

30

40

Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

Field Vane Lab Vane

120

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

SPT 'N' Value

: CME 75, truck-mounted

Type

:

Rig type Depth Scale (m)

Position

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

Terraprobe

BOREHOLE LOG 101

Client

: Shoreplan Engineering Limited

Project No. :

71-13-8027

Project

: Pier 8

Date started :

June 17, 2013

Location : Hamilton, Ontario

Sheet No. :

2 of 3

Elevation Datum : IGLD

(continued) SILT, with layers of silty fine sand, loose, grey (continued)

66

5

11

SS

5

65

12

6

SS

7

64

13

63

7

14

SS

4

62

15

8

library: library - terraprobe gint.glb report: terraprobe soil log file: 71-13-8027-pier 8 hamilton.gpj

16

60.4 16.0

SS

10

61

CLAYEY SILT, trace gravel, very stiff to hard, grey 60

9

17

SS

30

59

18

10

SS

26

58

19

57

20

11 (continued next page)

SS

26

10

20

30

40

Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

Field Vane Lab Vane

120

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

SPT 'N' Value

: CME 75, truck-mounted

Type

:

Rig type Depth Scale (m)

Position

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

Terraprobe

BOREHOLE LOG 101

Client

: Shoreplan Engineering Limited

Project No. :

71-13-8027

Project

: Pier 8

Date started :

June 17, 2013

Location : Hamilton, Ontario

Sheet No. :

3 of 3

21

Elevation Datum : IGLD

(continued) CLAYEY SILT, trace gravel, very stiff to hard, grey (continued)

55.4 21.0

56

SILTY CLAY, stiff to very stiff, grey 55 12

SS

18

22

54

23

13

SS

14 53

24

52 14

SS

15

25

51

26 15

library: library - terraprobe gint.glb report: terraprobe soil log file: 71-13-8027-pier 8 hamilton.gpj

50.0 26.4

END OF BOREHOLE Unstabilized water level measured at 1.5m below ground surface; borehole was open upon completion of drilling.

SS

19

10

20

30

40

Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

Field Vane Lab Vane

120

160

Plastic Natural Limit Water Content

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour

Number

Description

Graphic Log

Elev Depth (m)

SAMPLES

Elevation Scale (m)

Drilling Method

SOIL PROFILE

SPT 'N' Value

: CME 75, truck-mounted

Type

:

Rig type Depth Scale (m)

Position

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

Terraprobe

LOG OF BOREHOLE 1

Client

: Shoreplan Engineering Limited

Project No. :

71-14-4039

Project

: Pier 7

Date started :

September 8, 2014

Location : Hamilton, Ontario

Sheet No. :

1 of 2

Elevation Datum : Geodetic

: CME 55, truck-mounted

Drilling Method

0.2

FILL, silty sand and gravel, trace clay, pieces of concrete and brick, compact, brown

1

1.5 2

FILL, silty sand to sandy silt, occasional gravel, occasional brick fragments, loose to compact, brown to grey

1

SS

21

2

SS

26

3

SS

7

4

SS

6

5

SS

11

6

SS

16

7

SS

12

8

SS

2

9

SS

7

10

SS

3

11

SS

6

10

20

30

40

Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

Field Vane Lab Vane

120

160

Natural Plastic Water Content Limit

Liquid Limit

PL

MC

LL

10

20

30

41

5

6

library: library - terraprobe gint.glb report: terraprobe soil log file: 71-14-4039-pier 7.gpj

7 7.3

ORGANIC SILT, trace sand, firm, brown

8

9

9.4

SILTY CLAY, soft to firm, grey

10

(continued next page)

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

3

4

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour

SPT 'N' Value

GROUND SURFACE 200mm TOPSOIL

0

Type

Description

Number

Elev Depth (m)

SAMPLES Graphic Log

SOIL PROFILE

Elevation Scale (m)

: E: 592500, N: 4791999 (UTM 17T)

Rig type Depth Scale (m)

Position

41

Terraprobe Client

: Shoreplan Engineering Limited

Project No. :

71-14-4039

Project

: Pier 7

Date started :

September 8, 2014

Location : Hamilton, Ontario

Sheet No. :

2 of 2

Elevation Datum : Geodetic

: CME 55, truck-mounted

Drilling Method

11.1

END OF BOREHOLE Unstabilized water level measured at 1.8 m below ground surface; borehole was open upon completion of drilling.

6

10

20

30

40

Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

Field Vane Lab Vane

120

160

Natural Plastic Water Content Limit

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

SS

Moisture / Plasticity

Dynamic Cone

Instrument Details

11

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour

SPT 'N' Value

(continued)

Type

Description

Number

Elev Depth (m)

SAMPLES Graphic Log

SOIL PROFILE

Elevation Scale (m)

: E: 592500, N: 4791999 (UTM 17T)

Rig type Depth Scale (m)

Position

11

library: library - terraprobe gint.glb report: terraprobe soil log file: 71-14-4039-pier 7.gpj

LOG OF BOREHOLE 1

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

Terraprobe

LOG OF BOREHOLE 2

Client

: Shoreplan Engineering Limited

Project No. :

71-14-4039

Project

: Pier 7

Date started :

September 8, 2014

Location : Hamilton, Ontario

Sheet No. :

1 of 2

Elevation Datum : Geodetic

: CME 55, truck-mounted

Drilling Method

0.2

FILL, silty sand, some brick fragments, some gravel, compact, brown

1

1.4

FILL, slag, some sand, compact, grey and black

1

SS

14

2

SS

16

3

SS

34

4

SS

22

5

SS

7

6

SS

9

7

SS

11

8

SS

6

9

SS

2

10

SS

1

11

SS

4

2

3

3.0

FILL, sand, fine to medium, loose, brown

4

5

5.5

FILL, slag sand, coarse, very loose to loose

6

library: library - terraprobe gint.glb report: terraprobe soil log file: 71-14-4039-pier 7.gpj

7

8

9

8.8

SILTY FINE SAND to SILT, very loose, black and grey

10

(continued next page)

10

20

30

40

Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

Field Vane Lab Vane

120

160

Natural Plastic Water Content Limit

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

Moisture / Plasticity

Dynamic Cone

Instrument Details

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour

SPT 'N' Value

GROUND SURFACE 200mm TOPSOIL

0

Type

Description

Number

Elev Depth (m)

SAMPLES Graphic Log

SOIL PROFILE

Elevation Scale (m)

: E: 592492, N: 4792072 (UTM 17T)

Rig type Depth Scale (m)

Position

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

Terraprobe Client

: Shoreplan Engineering Limited

Project No. :

71-14-4039

Project

: Pier 7

Date started :

September 8, 2014

Location : Hamilton, Ontario

Sheet No. :

2 of 2

Elevation Datum : Geodetic

: CME 55, truck-mounted

Drilling Method

12.0

4

12

SS

4

SILTY CLAY, firm, grey

12.7

END OF BOREHOLE Unstabilized water level measured at 2.7 m below ground surface; borehole was open upon completion of drilling.

10

20

30

40

Undrained Shear Strength (kPa) Unconfined Pocket Penetrometer

40

80

Field Vane Lab Vane

120

160

Natural Plastic Water Content Limit

Liquid Limit

PL

MC

LL

10

20

30

Unstabilized Water Level

SS

Moisture / Plasticity

Dynamic Cone

Instrument Details

11

: Hollow stem augers Penetration Test Values (Blows / 0.3m)

Headspace Vapour

SPT 'N' Value

(continued) SILTY FINE SAND to SILT, very loose, black and grey (continued)

Type

12

Description

Number

Elev Depth (m)

SAMPLES Graphic Log

SOIL PROFILE

Elevation Scale (m)

: E: 592492, N: 4792072 (UTM 17T)

Rig type Depth Scale (m)

Position

11

library: library - terraprobe gint.glb report: terraprobe soil log file: 71-14-4039-pier 7.gpj

LOG OF BOREHOLE 2

Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL

GEOTECHNICAL LABORATORY RESULTS

APPENDIX D Terraprobe Inc.

Percent Passing (%)

0

90

10

80

20

70

30

60

40

50

50

40

60

30

70

20

80

10

90

0

100

10

1

0.1

0.01

Percent Retained (%)

100

100 0.0001

0.001

Grain Size (mm) MIT SYSTEM

2mm

COBBLES

60µm

GRAVEL COARSE

2µm

SAND

MEDIUM

FINE

COARSE

MEDIUM

SILT

FINE

CLAY

MIT SYSTEM Hole ID

Sample

Depth (m)

Elev. (m)

Gravel (%)

Sand (%)

Silt (%)

Clay (%)

B1

SS9

13.9

63.1

0

34

55

11

B4

SS9

13.9

63.9

0

37

50

13

B5

SS8

12.4

64.5

0

16

70

14

(Fines, %)

Title:

GRAIN SIZE DISTRIBUTION 903 Barton Street, Unit 22, Stoney Creek ON L8E 5P5 (905) 643-7560

File No.:

7-16-0090-03

SILT

FIGURE D1

Percent Passing (%)

0

90

10

80

20

70

30

60

40

50

50

40

60

30

70

20

80

10

90

0

100

10

1

0.1

0.01

100 0.0001

0.001

Grain Size (mm) MIT SYSTEM

2mm

COBBLES

60µm

GRAVEL COARSE

2µm

SAND

MEDIUM

FINE

COARSE

MEDIUM

SILT

FINE

CLAY

MIT SYSTEM Hole ID

Sample

Depth (m)

Elev. (m)

Gravel (%)

Sand (%)

Silt (%)

Clay (%)

B1

SS12

18.5

58.5

1

3

41

55

B4

SS12

18.5

59.3

3

12

41

44

B5

SS12

18.5

58.4

1

6

45

48

B6

SS10

15.5

60.6

0

9

42

49

B6

SS13

21.6

54.5

3

8

44

45

B7

SS11

18.5

59.1

0

8

42

50

Title:

GRAIN SIZE DISTRIBUTION 903 Barton Street, Unit 22, Stoney Creek ON L8E 5P5 (905) 643-7560

File No.:

7-16-0090-03

SILTY CLAY

(Fines, %)

FIGURE D2

Percent Retained (%)

100

Upper Plasticity Range Low

High

Very High

Extremely High

60 CH 50

Plasticity Index (PI, %)

ine

A

40

-L

30 CL 20

10

CL CL - ML

0

ML or OL

ML 0

10

20

30

MH or OH 40

50

60

70

80

90

Liquid Limit (LL, %)

Sample

Depth (m)

Elev. (m)

LL (%)

B1

SS12

18.5

58.5

35

21

14

B4

SS12

18.5

59.3

28

17

11

B5

SS12

18.5

58.4

31

19

12

B6

SS10

15.5

60.6

34

20

14

B6

SS13

21.6

54.5

31

19

11

B7

SS11

18.5

59.1

30

18

12

Borehole

PL (%) PI (%)

Title:

ATTERBERG LIMITS CHART 903 Barton Street, Unit 22, Stoney Creek ON L8E 5P5 (905) 643-7560

File No.:

7-16-0090-03

FIGURE D3

100