REPORT

Geotechnical and Hydrogeological Investigations

Proposed High Rise Residential Development The Georgian Apartments 290, 294, 298 & 302 Georgian Drive Barrie, Ontario

Submitted to:

TMD-Atria Corporation 6 Carlaw Avenue, Suite 200 Toronto, ON M4M 2R5

Attn: Mr. Hitesh Gajiwala, P.Eng. Director of Engineering & Construction

Submitted by:

Golder #1, 215 Shields Court Markham, Ontario, L3R 8V2 Canada

+1 905 475 5591

18108181

March 27, 2019

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Distribution List 1 eCopy - TMD-Atria Corporation

1 eCopy - Golder Associates Ltd.

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Table of Contents

1.0 INTRODUCTION .............................................................................................................................................. 6

2.0 SITE AND PROJECT DESCRIPTION ............................................................................................................. 6

3.0 INVESTIGATION PROCED URES .................................................................................................................. 7

3.1 Drilling Program.................................................................................................................................... 7

3.2 Hydrogeological Field Work ................................................................................................................. 8

4.0 SITE GEOLOGY AND STRATIGRAPHY ........................................................................................................ 8

4.1 Regional Geology ................................................................................................................................. 8

4.2 Background Information ....................................................................................................................... 8

4.3 Subsurface Conditions ......................................................................................................................... 8

4.3.1 Topsoil ............................................................................................................................................. 9

4.3.2 Fill .................................................................................................................................................... 9

4.3.3 Non-cohesive Deposits ................................................................................................................... 9

4.3.4 Silty Clay ......................................................................................................................................... 9

4.3.5 Silt to Clayey Silt ............................................................................................................................. 9

4.3.6 Pressuremeter Testing .................................................................................................................. 10

4.3.7 Geotechnical Laboratory Testing .................................................................................................. 10

4.3.8 Groundwater Investigation ............................................................................................................ 10

5.0 DISCUSSION AND RECOMMENDATIONS.................................................................................................. 11

5.1 Geotechnical Recommendations ....................................................................................................... 12

5.1.1 Foundation Design ........................................................................................................................ 12

5.1.2 Slab-on-Grade Floor ..................................................................................................................... 13

5.1.3 Permanent Drainage ..................................................................................................................... 14

5.1.4 Temporary Excavation and Support ............................................................................................. 14

5.1.5 Lateral Earth Pressure for Below Grade Walls ............................................................................. 16

5.1.6 Site Classification for Seismic Site Response .............................................................................. 16

5.2 Hydrogeological Recommendations .................................................................................................. 17

5.3 Corrosivity .......................................................................................................................................... 17

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5.4 Global Stability Analysis ..................................................................................................................... 17

6.0 ADDITIONAL CONSIDERATION .................................................................................................................. 18

7.0 CLOSURE ...................................................................................................................................................... 19

TABLES

Table 1: Drilling Program .......................................................................................................................................... 7

Table 2: Pressuremeter Results ............................................................................................................................. 10

Table 3: Results of Atterberg Limits Testing........................................................................................................... 10

Table 4: Groundwater Level Measurements .......................................................................................................... 11

Table 5: Recommended Founding Depths/Elevations for Shallow Footings ......................................................... 12

Table 6: Recommended ULS and SLS Values for Shallow Footings .................................................................... 12

Table 7: Coefficients of Static Lateral Earth Pressure ............................................................................................ 15

Table 8: Soil Types and Effective Strength Parameters Used for Stability Analysis – Short Term........................ 18

Table 9: Soil Types and Effective Strength Parameters Used for Stability Analysis - Long Term ......................... 18

No table of figures entries found. FIGURES No table of figures entries found.

APPENDICES

APPENDIX A Important Information and Limitations of This Report

APPENDIX B Figure 1 – Key Plan

Figure 2 – Borehole Location Plan

Figure 3 – Section of Slope A-A’, Section of Slope B-B’

APPENDIX C Method of Soil Classification

Symbols and Terms used on Records of Boreholes and Test Pits

List of Symbols

Record of Borehole Sheets

Boreholes BH18-1 to BH18-4

APPENDIX D Results of Geotechnical Laboratory Testing

APPENDIX E Results of PMT Testing

APPENDIX F Groundwater Test Results

Single Well Response Test Results

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APPENDIX G Results of Chemical Testing

APPENDIX H Slope Stability Data

APPENDIX I Extract of Previous Investigation Report

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1.0 INTRODUCTION Golder Associates Ltd. (Golder) has been retained by TMD-Atria Corp (“TMD-Atria”) to provide geotechnical and hydrogeological consulting services in support of the design for the proposed development at 290, 294, 298 and 302 Georgian Drive, Barrie, Ontario, at the location shown on Figure 1 Key Plan. The terms of reference for the geotechnical consulting services are included in Golder’s revised proposal No. P18108181 dated August 31, 2018. Authorization to proceed with the investigation was received in the form of an email on October 12, 2018 from Mr. David Wittenberg of TMD-Atria.

The purpose of the investigation is to obtain information on the general subsurface soil and groundwater conditions at the site by means of a limited number of boreholes and laboratory tests. Based on an interpretation of the factual information available for this site, this report provides engineering comments, recommendations and parameters for the geotechnical and hydrogeological design aspects of the project, including selected construction considerations which could influence design decisions. It should be noted that this report addresses only the geotechnical (physical) and hydrogeological aspects of the subsurface conditions at the site.

This report provides the results of the geotechnical and hydrogeological investigation and should be read in conjunction with the “Important Information and Limitations of This Report” in Appendix A which forms an integral part of this document. The reader’s attention is specifically drawn to this information, as it is essential for the proper use and interpretation of this report. The factual data, interpretations and recommendations contained in this report pertain to a specific project as described in the report and are not applicable to any other project or site location. If the project is modified in concept, location or elevation, or if the project is not initiated within eighteen months of the date of the report, Golder should be given an opportunity to confirm that the recommendations in this report are still valid.

2.0 SITE AND PROJECT DESCRIPTION The site has municipal addresses of 290, 294, 298 and 302 Georgian Drive, Barrie, Ontario. The site is located north east of the intersection of Georgian Drive and Gallie Court as shown on Figures 1 and 2 in Appendix B. The site is bordered on the south by Georgian Drive, a one storey residential building on the west and three storey townhouses to the east. The north side of the site is heavily wooded with Highway 400 beyond. The site was previously occupied by three residential houses which were demolished prior to the start of this investigation.

The topographic survey of the site indicates that along the south boundary of the site the ground surface elevation is at approximately 267 m. The terrain gradually slopes north to the crest of a slope at elevations of about 264 m to 265 m. The crest of the slope from the south site boundary is located at distances of approximately 25 m on the west boundary and 55 m on the east boundary. The slope extends all the way to Highway 400 with elevations along Highway 400 ranging between approximately 235 m and 240 m.

Based on the drawings issued for pre-consultation, the proposed development will consist of a 19-storey residential building with two levels of below grade parking. The finished floor level of the P2 parking level is at about Elevation 259.1 m for the lower P2 level and at about 262.1 m for the upper P2 level. At the south section of the site (crest of slope) the proposed finished floor elevation (FFE) will be approximately 8 m below existing grade and at the face of the slope the FFE will be close to the existing ground surface.

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3.0 INVESTIGATION PROCEDURES 3.1 Drilling Program The geotechnical field investigation for this assignment was carried out on November 5 and 6, 2018, during which time four boreholes (BH18-1 to BH18-4) were advanced. BH18-2 and BH18-3, were advanced at the crest of the slope and BH18-1 and BH18-4 were advanced along the slope. The boreholes for the investigation were drilled using a standard track-mounted drill rig supplied and operated by Drilltech Drilling Ltd. of Newmarket, Ontario, subcontracted to Golder. An outline of the drilling program is presented in Table 1. The approximate borehole locations are shown on the Borehole Location Plan, Figure 2 in Appendix B. The results of the subsurface investigation are presented on the Record of Borehole sheets in Appendix C and the results of geotechnical laboratory testing in Appendix D.

Table 1: Drilling Program

Borehole ID Borehole Depth (m) Notes

BH18-1 11.0

BH18-2 15.5 50 mm monitoring well installed

BH18-3 15.5 50 mm monitoring well installed

BH18-4 11.0 50 mm monitoring well installed

Standard Penetration Testing (SPT) and sampling were carried out at regular intervals of depth in the boreholes using conventional split-spoon sampling equipment driven by an automatic hammer in general accordance with the Standard Penetration Test (SPT) procedures outlined in ASTM D1586. The split-spoon samplers used in the investigation limit the maximum particle size that can be sampled and tested to about 40 mm. Therefore, particles or objects that may exist within the soils that are larger than this dimension will not be sampled or represented in the grain size distributions or descriptions contained herein. The results of the in-situ field tests (i.e., SPT “N”values) as presented on the Record of Borehole sheets and in subsequent sections of this report are uncorrected.

The groundwater conditions were noted in the open boreholes during and upon completion of drilling and monitoring wells were installed in three boreholes (see Table 1) following the completion of drilling to allow for subsequent groundwater measurements and hydrogeological testing. Each monitoring well consists of a 50 mm diameter PVC pipe, with a slotted screen sealed at a selected depth within the borehole. A sand filter pack surrounded the screen, and above the screen the borehole and annulus surrounding the well pipe were backfilled to the surface with bentonite. The well installation details and groundwater level readings are presented on the Record of Borehole sheets in Appendix C. The remaining boreholes were backfilled with bentonite and cuttings upon completion in accordance with Ontario Regulation 903.

A total of six pressuremeter tests (PMT) were completed in boreholes BH18-2 and BH18-3. The pre-boring pressuremeter testing was completed using a TEXAM unit. The testing procedure was in general conformance with Procedure B, volume-controlled loading, as outlined in the ASTM D4719-00 Standard Test Method for Pre-bored Pressuremeter Testing of Soils. The results of the pressuremeter tests are presented in Appendix E.

The field work for this investigation was observed by members of Golder’s technical staff, who located the boreholes in the field, arranged for the clearance of underground utility services, and observed the boreholes drilling, sampling and in situ testing operations, logged the boreholes as well as examined and took custody of the recovered soil

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samples. The samples were identified in the field, placed in appropriate containers, labelled and transported to our Whitby geotechnical laboratory for further visual examination by the project engineer and laboratory testing. Index and classification tests, consisting of water content determinations, sieve analysis and Atterberg’s Limits, were carried out on selected soil samples.

The geodetic ground surface elevations and the locations of the borehole were surveyed by TMD-Atria.

3.2 Hydrogeological Field Work Following the drilling and well installations, water level measurements were collected at each monitoring well on November 16 using an electronic water level tape, which was cleaned between well locations. Each well was developed using a dedicated bailer and was purged to dryness during development. Single well response testing was completed at well BH18-4 by purging a known volume of water with a disposable bailer and monitoring the subsequent water level recovery over time. A follow-up visit was conducted on November 20, 2018 to complete single well response testing at BH18-2. Groundwater quality samples were collect from well BH18-4 on November 20, 2018 and submitted for laboratory analysis.

4.0 SITE GEOLOGY AND STRATIGRAPHY 4.1 Regional Geology The surficial geology aspects of the general site area are referenced from the following publication:

Chapman, L.J., and Putnam, D.F., 2007, “The Physiography of Southern Ontario”; 4th Edition, Ontario Geological Survey; and

Physiographic mapping in the area according to the above noted reference indicates that the site lies within the physiographic region of southern Ontario known as the Simcoe Lowlands. The Simcoe Lowlands border Georgian Bay and Lake Simcoe and cover and estimated area of about 285,000 hectares. This region can be divided into the Nottawasaga Basin and the Lake Simcoe Basin. The site lies within the Lake Simcoe Basin which was flooded by Lake Algonquin and is bordered by shorecliffs, beaches and boulder terraces. Thus, they are floored by sand, silt and clay.

The surficial geology mapping indicates that the site consists of coarse textured glaciolacustrine deposits of sand, gravel, minor silt and clay which are foreshore and basinal deposits.

The subsurface conditions encountered during the investigation are consistent with the surficial geological mapping.

4.2 Background Information A previous investigation was carried out on site and provided to Golder by TMD-Atria. The previous investigation was presented in the report prepared by Geospec Engineering Ltd. (Geospec) entitled, “Geotechnical Investigation & Slope Stability Assessment, 290-302 Georgian Drive, Barrie,” dated November 13, 2013, Report No. 13-1802 (Geospec 2013). An extract of the borehole location plan and logs are provided in Appendix I.

4.3 Subsurface Conditions The detailed subsurface soil and groundwater conditions encountered in the boreholes advanced at this site for this report along with the results of geotechnical laboratory testing are shown on the Record of Borehole sheets in Appendix C. Methods of Soil Classification, Symbols and Terms used on Records of Boreholes and Test Pits are provided to assist in the interpretation of the Record of Borehole sheets. The detailed results of geotechnical laboratory testing on selected soil samples are presented in Appendix D. The detailed results of hydrogeological testing of the monitoring wells are presented in Appendix F.

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The Record of Borehole sheets indicate the subsurface conditions at the borehole locations only. The stratigraphic boundaries shown on the borehole records are inferred from non-continuous sampling, observations of drilling progress as well as results of Standard Penetration Tests and, therefore, represent transitions between soil types rather than exact planes of geological/stratigraphic change. Subsurface soil conditions will vary between and beyond the borehole locations.

The subsurface information at the boreholes generally indicates non-cohesive deposits of sand to silty sand overlying silty clay to clayey silt deposits.

4.3.1 Topsoil Topsoil ranging in thickness from about 230 mm to 340 mm was encountered at BH18-1 to BH18-3.

4.3.2 Fill Both cohesive and non-cohesive fill were encountered at the ground surface or underlying the topsoil at the borehole locations and extended to depths ranging from about 0.8 m to 2.1 m below the existing ground surface.

Non-cohesive silty sand fill was encountered at all the boreholes. Standard Penetration Test (SPT) “N”-values measured within the non-cohesive fill ranged from 4 blows to 36 blows per 0.3 m penetration, indicating a loose to dense state of compactness but generally loose. The in-situ water content of samples of the non-cohesive fill ranged from approximately 5 per cent to 20 per cent.

Cohesive silty clay fill was encountered at BH18-4. A SPT “N”-value was measured within the cohesive fill at 8 blows per 0.3 m penetration suggesting a firm consistency. The in-situ water content of a sample of the cohesive fill was at approximately 29 per cent.

4.3.3 Non-cohesive Deposits Non-cohesive deposits of silty sand to sandy silt were encountered underlying the fill at all the boreholes drilled on site and extended to depths ranging from about 4.0 m to 11.1 m below the existing ground surface (Elevations 255.1 m to 259.2 m).

SPT “N”-values measured within the non-cohesive deposit ranged from 17 blows per 0.3 m of penetration to 50 blows per 0.1 m of penetration, indicating a compact to very dense state of compactness but generally dense. The natural water content of samples of the non-cohesive deposit ranged from approximately 1 per cent to 15 per cent.

4.3.4 Silty Clay A major stratum of silty clay was encountered at all boreholes advanced as a part of this investigation.

SPT “N”-values measured within the silty clay ranged from 35 blows per 0.3 m of penetration to 50 blows per 0.1 m penetration, suggesting a hard consistency. The natural water content of a sample of the silty clay ranged from approximately 13 per cent to 24 per cent.

4.3.5 Silt to Clayey Silt At BH18-2 and BH18-4 a deposit of clayey silt was encountered underlying the silty clay and both boreholes were terminated in this deposit. At BH18-3 a deposit of silt was encountered underlying the non-cohesive deposit between the depths of about 11.1 m and 13.2 m (Elevations 255.2 m and 253.1 m).

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SPT “N”-values measured within the silt and clayey silt deposits ranged from 50 blows per 0.15 m of penetration to 50 blows per 0.1 m penetration, indicating a very dense state of compactness. The natural water content of samples of the silt to clayey silt deposit ranged from approximately 14 per cent to 17 per cent.

4.3.6 Pressuremeter Testing The results of the pressuremeter tests completed at the boreholes are shown in the table below and provided in Appendix E.

Table 2: Pressuremeter Results

Borehole Test No.

Depth (m) Pressuremeter Modulus EPMT

(MPa)

Limit Pressure p*L

(kPa)

Eyoung

(MPa) Soil Type

BH18-2

1 4.5 51.9 3428 125 Compact to very dense

sand

2 7.8 45.3 3645 112 Hard silty clay

3 10.7 143.2 4039 194

BH18-3

1 6.1 25.8 2610 69 Very dense sand to silty sand 2 9.0 37.4 3372 96

3 13.5 78.2 3399 122 Hard silty clay

4.3.7 Geotechnical Laboratory Testing The results of Atterberg limits tests on the silty clay deposit are presented on Figure D4 in Appendix D. A summary of the results is presented in Table 2.

Table 3: Results of Atterberg Limits Testing

Borehole ID Sample Number

Liquid Limit %

Plastic Limit %

Plasticity Index %

Soil Classification

BH18-1 6 40 20 20 CI

BH18-2 8 25 16 9 CL

BH18-4 7 42 19 23 CI

The results classify the soil as a silty clay of low to intermediate plasticity.

4.3.8 Groundwater Investigation The groundwater conditions encountered in each of the boreholes during drilling and in the monitoring wells are shown in detail on the Record of Borehole sheets in Appendix B. The groundwater levels were measured in the monitoring wells on November 16, 2018 and are provided in Table 4.

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Table 4: Groundwater Level Measurements

Borehole ID July 31, 2018

Depth Below Ground Surface (m) Elevation (m)

BH18-2 13.7 252.5

BH18-3 Dry -

BH18-4 8.1 251.6

It should be noted that the groundwater measurements reflect the groundwater conditions encountered in the boreholes at the time of the field work in November 2018. Groundwater levels at the site are anticipated to fluctuate with seasonal variations in precipitation and snowmelt.

The depth to the groundwater varied significantly between monitoring wells BH18-2 and BH18-4, largely as a result of the topographic variation between the two locations. The groundwater elevation was relatively consistent, at 251.6 masl (BH18-4) and 252.5 masl (BH18-2). At each well the water table was situated within the silty clay/clayey silt. The shallow sand/silty sand units noted at each borehole location was found to be moist, and no evidence of perched saturated zones was noted at any of the borehole locations. As water levels could only be measured at two wells it was not possible to confirm the groundwater flow direction at the site; however, it is expected that groundwater flow in the uppermost groundwater bearing zone would be approximately to the northwest.

The Bouwer-Rice (1976) method for unconfined conditions was applied to rising head test data. The data was analyzed using the AQTESOLV for Windows version 4.50 Professional software. The SWRT data and calculated hydraulic conductivities are provided in Appendix F. The hydraulic conductivity values obtained from the rising head tests was 1 x 10-8 m/s at BH18-2 and 3 x 10-8 m/s at BH18-4 as presented in Appendix F.

Groundwater quality samples were collected from monitoring well BH18-4 following completion of the single well response testing. The samples were collected according to accepted industry practices and stored on ice prior to delivery to Caduceon Environmental Laboratories, in Barrie, ON. The results of the laboratory analysis are provided in Appendix F. The data indicates that groundwater at the site generally meets the City of Barrie Sewer disposal guidelines. The only parameter above guidelines was total suspended solids, at 98 mg/L, compared to the storm sewer guideline of 15 mg/L.

5.0 DISCUSSION AND RECOMMENDATIONS This section of the report provides engineering information on and recommendations for the geotechnical and hydrogeological design aspects of the project based on our interpretation of the borehole information, the laboratory test data and our understanding of the project requirements. The information in this portion of the report is provided for planning and design purposes for the guidance of the design engineers and architects. Where comments are made on construction, they are provided only in order to highlight aspects of construction which could affect the design of the project. Contractors bidding on or undertaking any work at the site should examine the factual results of the investigation, satisfy themselves as to the adequacy of the information for construction and make their own interpretation of the factual data as it affects their proposed construction techniques, schedule, equipment capabilities, costs, sequencing and the like.

At the time of preparing this report the information provided indicates that the proposed development will consist of a 19-storey residential building with two levels of below grade parking. The finished floor level of the P2 parking level is at about Elevation 259.1 m for the lower P2 level and at about 262.1 m for the upper P2 level. At the south

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section of the site (crest of slope) the proposed FFE will be approximately 8 m below existing grade and at the face of the slope the FFE will be close to the existing ground surface. Footing bases and elevator shafts are anticipated to be about 1 m to 2 m below the finished basement floor.

5.1 Geotechnical Recommendations 5.1.1 Foundation Design Consideration may be given to supporting the proposed buildings on conventional spread/strip footings founded in the competent, native and undisturbed deposits of very dense sand to silty sand or hard silty clay at the minimum depths and corresponding elevations as given in Table 5.

Table 5: Recommended Founding Depths/Elevations for Shallow Footings

Borehole ID Minimum

Recommended Depth (m)

Maximum Footing Base Elevation (m)

Anticipated Founding Materials

BH18-1 4.9 258.2 Hard silty clay

BH18-2 7.7 258.5

BH18-3 4.8 261.4

Very dense sand to silty sand

BH18-4 4.7 255.0 Hard silty clay

All surficial vegetation, topsoil, fill, old foundations, other structures and any deleterious materials should be stripped/removed from the proposed development area. The spread/strip footings bearing on the very dense sand to silty sand or hard silty clay at the depths/elevations provided above may be designed using the factored geotechnical resistance at Ultimate Limit States (ULS) and the geotechnical reaction at Serviceability Limit States (SLS) for 25 mm total settlement and 19 mm differential settlement provided in Table 6.

Table 6: Recommended ULS and SLS Values for Shallow Footings

Spread or Strip Footing Dimensions

Factored Geotechnical Resistance at ULS (kPa)

Geotechnical Reaction at SLS (for 25 mm of settlement) kPa

1 m x 1 m Spread 500 500

2 m x 2 m Spread 575 500

3 m x 3 m Spread 650 450

4 m x 4 m Spread 725 450

5 m x 5 m Spread 800 400

0.5 m Strip footing 350 Does Not Govern

1.0 m Strip footing 300 Does Not Govern

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All exterior footings and footings in unheated areas should be provided with at least 1.5 m of earth cover after final grading or equivalent insulation, in order to minimize the potential for damage due to frost action.

As the actual soil bearing resistances are related to the actual footing sizes, founding depths and to the proximity to the face of the slope, the foundations recommendations must be reviewed by Golder once the building details are finalized. Please note that if footings are within a distance of two times the footing width to the face of the slope, the bearing resistances provided will have to be lowered. Golder can provide further information should this be the case. Additionally the soil resistances presented in the above Table 6 are calculated under the assumption that the founding elevations are at least 1 m below the finished slab elevation. Higher bearing resistances (both at ULS and SLS) could be available for a greater footing embedment depth.

If stepped spread footings are constructed at different founding levels, the difference in elevation between individual footings should not be greater than one half the clear distance between the footings (2H:1V or gentler). Should this not be possible, Golder should be consulted to provide field inspection to ensure that the footings exceeding the above requirement are stable and the bearing for the upper footing is not compromised. In addition, the lower footings should be constructed first so that if it is necessary to construct the lower footings at a greater depth than anticipated, the elevations of the upper footings can be adjusted accordingly. Stepped strip footings, if required, should be constructed in accordance with the latest edition of the Ontario Building Code (2015 OBC), Section 9.15.3.9.

Our foundation recommendations are subject to a key assumption that no former excavation, former or existing underground utility or structure is within or intercepts the zone of influence of the proposed footings. The zone of influence of the proposed footings can be defined as any line drawn from the underside edge of the footing down and away at a slope of 1 horizontal to 1 vertical. Complete removal of fill and any existing or remaining foundations from previous structures or any underground utilities, if present, or lowering the founding elevation (if appropriate) may be required subject to the inspection by Golder during the time of construction.

The founding materials are susceptible to disturbance by construction activity especially during wet weather and care should be taken to preserve the integrity of the materials as bearing strata. Prior to placing concrete for the footings, the foundation excavations must be inspected by Golder to confirm that the footings are located in a native, undisturbed and competent bearing stratum which has been cleaned of ponded water and loosened or softened material. If the concrete for the footings on the native soil cannot be poured immediately after excavation and inspection (i.e., within 24 hours of excavation and inspection), it is recommended that a working mat of lean concrete be placed in the excavation to protect the integrity of the bearing stratum. The bearing soil and fresh concrete must be protected from freezing during cold weather construction.

5.1.2 Slab-on-Grade Floor It is anticipated that the floor slab can be designed as a concrete slab-on-grade. The soils at the basement subgrade level at or below the recommended founding elevation will generally consist of very dense sand to silty sand or hard silty clay.

The exposed subgrade should be proof rolled in conjunction with an inspection by Golder. Remedial work should be carried out on any softened, disturbed, wet or poorly performing zones as directed by Golder. Any low areas may then be brought up to within at least 200 mm of the underside of the floor slabs, as required, using OPSS Granular ‘B’, Type I material or other approved material, placed in maximum 200 mm loose lifts and uniformly compacted to at least 98 per cent of the material’s Standard Proctor Maximum Dry Density (SPMDD).

The final lift of granular fill beneath floor slabs should consist of a minimum thickness of 200 mm of OPSS Granular ‘A’ material, uniformly compacted, acting as a moisture barrier. Any filling operations should be inspected and

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tested by Golder. Additional Granular ‘A’ material may be needed to provide adequate pipe bedding and cover, depending on the requirements for an under-slab drainage system (see below).

The floor slabs should be structurally separate from the foundation walls and columns. Sawcut control joints should be provided at regular intervals and along column lines to minimize shrinkage cracking and to allow for any differential settlement of the floor slabs.

5.1.3 Permanent Drainage At the time of the field investigation in November 2018, the ground water levels were measured below the anticipated FFE of the proposed P2 basement level construction. Even though the groundwater table was measured below the FFE an underfloor drainage and exterior perimeter drainage system is recommended.

The extent of drainage measures such as a composite synthetic drainage system or equivalent, under slab drainage and sump system should be assessed during the final design stages and Golder can provide geotechnical input as required.

An underfloor drainage system, connected to sumps, should be provided to collect seepage and to minimize pore water pressure build-up on the underside of the floor slab. The subfloor drainage system may consist of a network of robust sub-drain pipes conveying collected groundwater to a sump or sumps from which the groundwater can be pumped to a municipal sewer. The drainage system would consist of interconnected perforated drain pipes (bedded on and with free draining granular soils wrapped in geotextile fabric) installed around the perimeter of the building and within the building footprint.

Drainage, such as through the use of a composite synthetic drainage system or equivalent, should be provided to the exterior walls of the proposed extension. The composite drain must withstand the design horizontal earth pressures used for below grade wall design and should be connected to the under-slab drainage system or perimeter drainage system. The drainage system collector pipes should drain to a sump for collection and discharge to a sewer.

5.1.4 Temporary Excavation and Support Excavations for the construction of the foundations will be through the fill and into the underlying non-cohesive and silty clay deposits. No unusual problems are anticipated in excavating in the overburden soil using conventional hydraulic excavating equipment.

All excavations should be carried out in accordance with the Occupational Health and Safety Act and Regulations for Construction Projects. The Occupational Health and Safety Act (OHSA) of Ontario indicates that side slopes in the overburden above the water table, which is the case for this site, could be sloped no steeper than 1 horizontal to 1 vertical (i.e., Type 3 soil).

Depending upon the construction procedures adopted by the contractor, actual groundwater seepage conditions, the success of the contractor’s groundwater control methods and weather conditions at the time of construction, some flattening and/or blanketing of the slopes may be required. Care should be taken to direct surface runoff away from the open excavations. Stockpiles of excavated materials should be kept at least the same horizontal distance from the top edge of the excavation as the depth to prevent slope instability, subject to confirmation by a geotechnical engineer. Care should also be taken to avoid overloading of any underground services / structures by stockpiles.

Where space is not available for unsupported open cut excavations then some form of temporary shoring will be needed to support the excavations for the proposed building. In general, there are three basic shoring methods

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that are commonly used in local practice: steel soldier piles and timber lagging, driven interlocking steel sheet piles and continuous concrete (secant pile or diaphragm) walls, each with appropriate lateral support.

Soldier piles and lagging is suitable where the objective is to maintain an essentially vertical excavation wall and the movements above and behind the wall need only be sufficiently limited that relatively flexible features (such as roadways) will not be adversely affected. As a result, steel soldier pile installed in pre-augered sockets, with timber lagging may be feasible at this site where excavations are not adjacent to settlement sensitive structures.

Design of the shoring should include an evaluation of base stability, soil squeezing stability and the hydraulic uplift stability as defined in the Canadian Foundation Engineering Manual (CFEM, 2006). The shoring system should be designed to account for horizontal/lateral earth loads, surcharge loads, groundwater pressure and the effects of weather as well as the project requirements for controlling ground displacements. Lateral pressures for design of the temporary structures will depend on the temporary structure design and the nature of the lateral support provided. The distribution of lateral pressures on a shoring system depends greatly on the methods used, the stiffness, and the degree of lateral bracing. As such, the distribution of lateral earth pressures for such a bracing system is best left to the ultimate specialist designer of the shoring who can best account for such conditions. It is a common practice for a specialist contractor to design and install the excavation support system.

Although the design of the shoring will be completed by the contractor, the parameters in Table 7 are provided to enable the structure designer to develop a conceptual design and assess the approximate construction costs for the shoring systems.

Table 7: Coefficients of Static Lateral Earth Pressure

Soil Description

Unit Weight

Internal Angle of Friction

Undrained Shear

Strength

Coefficient of Earth Pressure1

(ϒ, kN/m3) (ϕ, degrees) (kPa) Active

Ka At Rest

Ko Passive

Kp2

Loose to compact non-cohesive fill

18 28 - 0.36 0.53 2.77

Compact to very dense non-cohesive deposits

19 30 - 0.33 0.5 3.0

Hard silty clay 19 30 200 0.33 0.5 3.0

Very dense clayey silt 20 32 - 0.31 0.47 3.25

1) The earth pressure coefficients noted above are based on a horizontal surface adjacent to the excavation. If sloped surfaces are present, the coefficient of earth pressure should be adjusted accordingly.

2) The total passive resistance below the base of the excavation (i.e. adjacent to the temporary protection system) may be calculated based on the values of Kp indicated above but reduced by an appropriate factor that considers the allowable wall movement to account for the fact that a large strain would be required for mobilization of the full passive resistance.

March 27, 2019 18108181

16

5.1.5 Lateral Earth Pressure for Below Grade Walls The design of the foundation walls for the proposed building should take into account the horizontal soil loads, hydrostatic pressure, as well as surcharge loads that may occur during or after construction. The permanent below-grade wall is considered to be a rigid structure and should be designed to resist at-rest lateral earth pressures calculated as follows:

p= K (γ h + q) where:

p = lateral earth pressure acting depth z, kPa K = Ko = at rest earth pressure coefficient, use 0.5 for the foundation wall γ = unit weight of retained soil/backfill, a value of 21 kN/m3 may be assumed

h =depth to point of interest in soil, m

q =equivalent value of surcharge on the ground surface, kPa

The above equation assumes that the perimeter drainage system prevents the build-up of any hydrostatic pressure behind the wall. Should hydrostatic pressures be considered to build-up behind the walls, they must be included in calculating the lateral earth pressures and other measures to address possible buoyancy and waterproofing may need to be considered. The lateral earth pressures acting on the below grade walls will depend on the type and method of placement of the backfill materials, on the nature of the soils behind the shoring, on the magnitude of surcharge including construction loadings, on the freedom of lateral movement of the structure, and on the drainage conditions behind the walls. For design of the below grade walls, the “at-rest” earth pressures given above may be used where the width of non-native backfill behind the wall (e.g., imported granulars) is less than 5 m wide. Surcharge pressures from any adjacent foundations and/or roads should also be included in the design as indicated.

The lateral earth pressure equation outlined above is given in an unfactored format and will need to be factored for Limit States Design purposes.

5.1.6 Site Classification for Seismic Site Response The 2012 Ontario Building Code (2012 OBC) came into effect on January 1, 2014 and contains updated seismic analysis and design methodology. Seismic hazard is defined for an earthquake with a 2 % probability of exceedance in 50 years (i.e. a return period of 2,400 years) which encompasses a larger earthquake hazard than in prior editions of the OBC. Design earthquakes are commonly defined by an earthquake magnitude, distance, and peak ground acceleration (PGA). The 2012 OBC uses the uniform hazard spectra (UHS) to define the response of the structure to the design earthquake and also considers the effects of the localized site conditions on the structural response. The 2012 OBC also uses a refined site classification system defined by the average soil / bedrock properties in the top 30 metres of the subsurface profile beneath the structure(s). There are six site classes designated as A to F related to decreasing ground stiffness from A for hard rock to E for soft soil and site class F for problematic soils (e.g. sites underlain by thick peat deposits and / or liquefiable soils). The site class is then used to obtain acceleration- and velocity-based site coefficients, Fa and Fv, respectively, used to modify the reference UHS to account for the effects of site-specific soil conditions in design.

The results of the borehole investigation indicate the average SPT “N”-value within 30 m below the founding level (as discussed in Section 5.1.1) is generally greater than 50 blows per 0.3 m of penetration and the undrained shear strength (Su) is greater than 100 kPa. Based on these results, Site Class C may be used for design.

March 27, 2019 18108181

17

5.2 Hydrogeological Recommendations As noted in Section 2.0 the estimated finished floor level for the lower parking level is approximately 259 masl (based on pre-consultation drawings). The measured depth to water at the site was as shallow as 252.5 masl, which is 7.5 m below the finished floor elevation. Even allowing for seasonal water level fluctuations, typically on the order of 1 to 2 m, it is anticipated that no groundwater taking would be required as part of the proposed construction activities.

Depending on nature of the excavation (i.e. depth, composition of the walls and floor) control measures may still be required to address the accumulation of precipitation within the excavation. Once the construction approach is determined the anticipated rainfall control measures can be determined. Based on those calculations it can be determined whether a water taking permit (either EASR or PTTW), will be necessary for the proposed construction activities.

Water takings in excess of 50 m3/day are regulated by the (Ministry of the Environment, Climate and Parks (MECP. Certain takings of groundwater and storm water for construction site dewatering purposes with a combined total less than 400 m3/day qualify for self-registration on the MECP’s Environmental Activity and Sector Registry (“EASR”). Registry on the EASR replaces the need to obtain a PTTW and a Section 53 approval. A Category 3 PTTW is required where the proposed water taking is greater than 400 m3/day.

5.3 Corrosivity Four composite samples at BH18-1, BH18-2, BH18-3 and BH18-4 were submitted for corrosivity testing and the laboratory certificate of analysis for the corrosivity parameters is provided in Appendix G. The corrosivity results were compared to the American Water Works Association (AWWA) C-105 (2005) Standard, “Polyethylene Encasement for Ductile-Iron Pipe Systems”. Based on the results, the corrosivity potential is considered to be low at BH18-1, BH18-2, BH18-3 and BH18-4 and buried steel elements installed at the site will therefore not require protection from corrosion. The analytical results at the locations tested indicate that the potential for sulphate attack is negligible and that concrete made with Type GU Portland cement should be acceptable for below grade concrete elements. These recommendations are provided as guidance only; the civil engineer should take the results of the laboratory testing, the potential for corrosion and the ultimate selection of materials into consideration.

5.4 Global Stability Analysis The global stability of the proposed development is governed by the existing surface and subsurface conditions, proposed development geometry, and loading conditions.

Site specific static slope stability analyses were undertaken to analyse the global Factor of Safety (FOS) at the critical location along the slope from Georgian Drive to Highway 400. Limit equilibrium slope stability analysis was carried out using the commercially available program Slope/W produced by Geo-Slope International Ltd., employing the Morgenstern-Price method of analysis. Two cross sections of the site extending from Georgian Drive to Highway 400 were considered as shown on Figure 3. The short term and long term static slope stability analysis was carried out using the slope height and configuration along the critical slope, Section A-A’, as shown on Figures H1 and H2, respectively (Appendix H), and using the soil stratigraphy as encountered in the boreholes.

A 525 kPa surcharge within the building footprint on the slope was included in the analysis, as noted on the typical sections, to model the proposed development. Should the development plans be modified, Golder should be informed, and the global stability analysis should be reviewed.

March 27, 2019 18108181

18

The slope stability factor of safety is defined as the ratio of the forces tending to resist failure relative to the driving forces tending to cause failure. A factor of safety near unity suggest failure is imminent, whereas a factor of safety (FOS) equal to 1.5 is considered acceptable for static loading conditions and 1.1 for seismic loading conditions.

The following geotechnical parameters were used in the effective stress stability analysis, based on accepted correlations in literature, and Golder’s precedent experience with the soil in this area.

Table 8: Soil Types and Effective Strength Parameters Used for Stability Analysis – Short Term

Soil Type Bulk Unit Weight (kN/m3)

Effective Internal Friction Angle, f’

(Degrees)

Effective Cohesion, c’

(kPa)

Loose Silty Sand Fill 18 28 0

Compact to Very Dense Silty Sand to Sandy Silt 19 32 0

Hard Silty Clay 20 0 250

Very Dense Silt to Clayey Silt 20 35 0

Table 9: Soil Types and Effective Strength Parameters Used for Stability Analysis - Long Term

Soil Type Bulk Unit Weight (kN/m3)

Effective Internal Friction Angle, f’

(Degrees)

Effective Cohesion, c’

(kPa)

Loose Silty Sand Fill 18 28 0

Compact to Very Dense Silty Sand to Sandy Silt 19 32 0

Hard Silty Clay 20 32 1

Very Dense Silt to Clayey Silt 20 35 0

Based on these results the critical condition was found to be the long-term drained condition with a critical FOS of 1.5, which is acceptable. To achieve this FOS the footings were modelled as being a minimum distance of 5 m from the face of the slope. Once the final building design is available, the slope stability FOS should be reviewed. The seismic analyses were then performed for the long term, drained condition and the results indicated a FOS of 1.4 which is higher than the acceptable FOS of 1.1, as shown on Figure H3.

6.0 ADDITIONAL CONSIDERATION During construction, a sufficient degree of foundation inspections, subgrade inspections, and an adequate number of in situ density tests and materials testing should be carried out to confirm that the conditions exposed are consistent with those encountered in the boreholes, and to monitor conformance to the pertinent project specifications. Concrete testing should be carried out of both the plastic material in the field and of set cylinder samples in a CSA certified laboratory.

March 27, 2019 18108181

19

The soils at this site are sensitive to disturbance from ponded water, construction traffic and frost. All bearing surfaces must be inspected by Golder prior to filling or concreting to ensure that strata having adequate bearing capacity have been reached and that the bearing surfaces have been properly prepared.

7.0 CLOSURE We trust that this report provides sufficient geotechnical and hydrogeological engineering information to facilitate the design of this project. If you have any questions regarding the contents of this report or require additional information, please do not hesitate to contact this office.

March 27, 2019 18108181

APPENDIX A

Important Information and Limitations of This Report

IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT

2016 1 of 2

Standard of Care: Golder Associates Ltd. (Golder) has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practising under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. No other warranty, expressed or implied is made.

Basis and Use o f the Report: This report has been prepared for the specific site, design objective, development and purpose described to Golder by the Client. The factual data, interpretations and recommendations pertain to a specific project as described in this report and are not applicable to any other project or site location. Any change of site conditions, purpose, development plans or if the project is not initiated within eighteen months of the date of the report may alter the validity of the report. Golder can not be responsible for use of this report, or portions thereof, unless Golder is requested to review and, if necessary, revise the report.

The information, recommendations and opinions expressed in this report are for the sole benefit of the Client. No other party may use or rely on this report or any portion thereof without Golder’s express written consent. If the report was prepared to be included for a specific permit application process, then upon the reasonable request of the client, Golder may authorize in writing the use of this report by the regulatory agency as an Approved User for the specific and identified purpose of the applicable permit review process. Any other use of this report by others is prohibited and is without responsibility to Golder. The report, all plans, data, drawings and other documents as well as all electronic media prepared by Golder are considered its professional work product and shall remain the copyright property of Golder, who authorizes only the Client and Approved Users to make copies of the report, but only in such quantities as are reasonably necessary for the use of the report by those parties. The Client and Approved Users may not give, lend, sell, or otherwise make available the report or any portion thereof to any other party without the express written permission of Golder. The Client acknowledges that electronic media is susceptible to unauthorized modification, deterioration and incompatibility and therefore the Client can not rely upon the electronic media versions of Golder’s report or other work products.

The report is of a summary nature and is not intended to stand alone without reference to the instructions given to Golder by the Client, communications between Golder and the Client, and to any other reports prepared by Golder for the Client relative to the specific site described in the report. In order to properly understand the suggestions, recommendations and opinions expressed in this report, reference must be made to the whole of the report. Golder can not be responsible for use of portions of the report without reference to the entire report.

Unless otherwise stated, the suggestions, recommendations and opinions given in this report are intended only for the guidance of the Client in the design of the specific project. The extent and detail of investigations, including the number of test holes, necessary to determine all of the relevant conditions which may affect construction costs would normally be greater than has been carried out for design purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well as their own interpretations of the factual data presented in the report, as to how subsurface conditions may affect their work, including but not limited to proposed construction techniques, schedule, safety and equipment capabilities.

Soil, Rock and Ground water Conditions: Classification and identification of soils, rocks, and geologic units have been based on commonly accepted methods employed in the practice of geotechnical engineering and related disciplines. Classification and identification of the type and condition of these materials or units involves judgment, and boundaries between different soil, rock or geologic types or units may be transitional rather than abrupt. Accordingly, Golder does not warrant or guarantee the exactness of the descriptions.

IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT

2016 2 of 2

Special risks occur whenever engineering or related disciplines are applied to identify subsurface conditions and even a comprehensive investigation, sampling and testing program may fail to detect all or certain subsurface conditions. The environmental, geologic, geotechnical, geochemical and hydrogeologic conditions that Golder interprets to exist between and beyond sampling points may differ from those that actually exist. In addition to soil variability, fill of variable physical and chemical composition can be present over portions of the site or on adjacent properties. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at the site, unless otherwise specifically stated and identified in the report. The presence or implication(s) of possible surface and/or subsurface contamination resulting from previous activities or uses of the site and/or resulting from the introduction onto the site of materials from off-site sources are outside the terms of reference for this project and have not been investigated or addressed.

Soil and groundwater conditions shown in the factual data and described in the report are the observed conditions at the time of their determination or measurement. Unless otherwise noted, those conditions form the basis of the recommendations in the report. Groundwater conditions may vary between and beyond reported locations and can be affected by annual, seasonal and meteorological conditions. The condition of the soil, rock and groundwater may be significantly altered by construction activities (traffic, excavation, groundwater level lowering, pile driving, blasting, etc.) on the site or on adjacent sites. Excavation may expose the soils to changes due to wetting, drying or frost. Unless otherwise indicated the soil must be protected from these changes during construction.

Sample Disposal: Golder will dispose of all uncontaminated soil and/or rock samples 90 days following issue of this report or, upon written request of the Client, will store uncontaminated samples and materials at the Client’s expense. In the event that actual contaminated soils, fills or groundwater are encountered or are inferred to be present, all contaminated samples shall remain the property and responsibility of the Client for proper disposal.

Follow-Up and Construction Services: All details of the design were not known at the time of submission of Golder’s report. Golder should be retained to review the final design, project plans and documents prior to construction, to confirm that they are consistent with the intent of Golder’s report.

During construction, Golder should be retained to perform sufficient and timely observations of encountered conditions to confirm and document that the subsurface conditions do not materially differ from those interpreted conditions considered in the preparation of Golder’s report and to confirm and document that construction activities do not adversely affect the suggestions, recommendations and opinions contained in Golder’s report. Adequate field review, observation and testing during construction are necessary for Golder to be able to provide letters of assurance, in accordance with the requirements of many regulatory authorities. In cases where this recommendation is not followed, Golder’s responsibility is limited to interpreting accurately the information encountered at the borehole locations, at the time of their initial determination or measurement during the preparation of the Report.

Changed Conditions and Drainage: Where conditions encountered at the site differ significantly from those anticipated in this report, either due to natural variability of subsurface conditions or construction activities, it is a condition of this report that Golder be notified of any changes and be provided with an opportunity to review or revise the recommendations within this report. Recognition of changed soil and rock conditions requires experience and it is recommended that Golder be employed to visit the site with sufficient frequency to detect if conditions have changed significantly.

Drainage of subsurface water is commonly required either for temporary or permanent installations for the project. Improper design or construction of drainage or dewatering can have serious consequences. Golder takes no responsibility for the effects of drainage unless specifically involved in the detailed design and construction monitoring of the system.

March 27, 2019 18108181

APPENDIX B

Figure 1 – Key Plan Figure 2 – Borehole Location Plan

Figure 3 – Section of Slope A-A’, Section of Slope B-B’

!SITE LOCATION

605000

605000

4920

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REFERENCESSERVICE LAYER CREDITS: SOURCES: ESRI, HERE, GARMIN, INTERMAP, INCREMENT P CORP.,GEBCO, USGS, FAO, NPS, NRCAN, GEOBASE, IGN, KADASTER NL, ORDNANCE SURVEY, ESRIJAPAN, METI, ESRI CHINA (HONG KONG), SWISSTOPO, © OPENSTREETMAP CONTRIBUTORS,AND THE GIS USER COMMUNITYPROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83 COORDINATE SYSTEM: UTM ZONE17N 1

PROJECT NO. CONTROL FIGURE

CONSULTANT

REV.

2018-11-14

MKRAAJH

YYYY-MM-DDDESIGNEDPREPAREDREVIEWEDAPPROVED

18108181

CLIENT

PROJECT

TITLE

ATRIA DEVELOPMENT CORP.

GEOTECHNICAL AND HYDROGEOLOGICAL INVESTIGATIONSPROPOSED HIGH RISE DEVELOPMENT290-302 GEORGIAN DRIVE, BARRIE, ONTARIO

KEY PLAN

0 500 1,000

1:30,000 METRES

PROP

ERTY

LINE

115.0

3M

PROP

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LINE

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2M

DEVELOPMENT LIMIT

DEVELOPMENT LINE

PRO

PER

TY L

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264.95

265.61

265.85

266.69

Typical Garbage TruckCustom

(c) 2018 Transoft Solutions, Inc. All rights reserved.

BH18-01

BH18-02BH18-03

BH18-04

BH1

BH2

BH3

BH4

BH5

025

mm

18108181CONTROL FIGURE

2----

2018-11-14

MK

RA

AJH

GEOTECHNICAL AND HYDROGEOLOGICAL INVESTIGATIONSPROPOSED HIGH RISE DEVELOPMENT290-302 GEORGIAN DRIVE, BARRIE, ONTARIO

ATRIA DEVELOPMENT CORP.

BOREHOLE LOCATION PLAN TITLE

PROJECT NO. REV.

PROJECTCLIENT

CONSULTANT

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DESIGNED

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LEGEND

REFERENCE

1. BASE PLAN PROVIDED BY ATRIA DEVELOPMENT CORP., FILE NAME: 18-107 GEORGIANDRIVE-SHEET- A100 - SITE PLANACAD13.DWG.

0

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PREVIOUSLY DRILLED BOREHOLE LOCATION

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GEOTECHNICAL AND HYDROGEOLOGICAL INVESTIGATIONS

PROPOSED HIGH RISE DEVELOPMENT

290-302 GEORGIAN DRIVE, BARRIE, ONTARIO

ATRIA DEVELOPMENT CORP.

 

 

SECTION OF SLOPE A - A'

SECTION OF SLOPE B - B'

TITLE

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March 27, 2019 18108181

APPENDIX C

Method of Soil Classification Symbols and Terms used on

Records of Boreholes and Test Pits List of Symbols

Record of Borehole Sheets Boreholes BH18-1 to BH18-4

June 2018 Revision 5

METHOD OF SOIL CLASSIFICATION

The Golder Associates Ltd. Soil Classification System is based on the Unified Soil Classification System (USCS)

1/3

Organic or Inorganic

Soil Group Type of Soil Gradation

or Plasticity 𝑪𝑪𝑪𝑪 =𝑫𝑫𝟔𝟔𝟔𝟔

𝑫𝑫𝟏𝟏𝟔𝟔 𝑪𝑪𝑪𝑪 =

(𝑫𝑫𝟑𝟑𝟔𝟔)𝟐𝟐

𝑫𝑫𝟏𝟏𝟔𝟔𝒙𝒙𝑫𝑫𝟔𝟔𝟔𝟔 Organic

Content USCS Group

Symbol Group Name

INO

RG

ANIC

(O

rgan

ic C

onte

nt ≤

30%

by

mas

s)

CO

ARSE

-GR

AIN

ED S

OIL

S

(˃50

% b

y m

ass

is la

rger

than

0.0

75 m

m)

GR

AVEL

S

(>50

% b

y m

ass

of

coar

se fr

actio

n is

la

rger

than

4.7

5 m

m) Gravels

with ≤12% fines

(by mass)

Poorly Graded <4 ≤1 or ≥3

≤30%

GP GRAVEL

Well Graded ≥4 1 to 3 GW GRAVEL

Gravels with

>12% fines

(by mass)

Below A Line n/a GM SILTY

GRAVEL

Above A Line n/a GC CLAYEY

GRAVEL

SAN

DS

(≥

50%

by

mas

s of

co

arse

frac

tion

is

smal

ler t

han

4.75

mm

) Sands with

≤12% fines

(by mass)

Poorly Graded <6 ≤1 or ≥3 SP SAND

Well Graded ≥6 1 to 3 SW SAND

Sands with

>12% fines

(by mass)

Below A Line n/a SM SILTY SAND

Above A Line n/a SC CLAYEY

SAND

Organic or Inorganic

Soil Group Type of Soil Laboratory

Tests

Field Indicators Organic Content

USCS Group Symbol

Primary Name Dilatancy Dry

Strength Shine Test

Thread Diameter

Toughness (of 3 mm thread)

INO

RG

ANIC

(Org

anic

Con

tent

≤30

% b

y m

ass)

FIN

E-G

RAI

NED

SO

ILS

(≥50

% b

y m

ass

is s

mal

ler t

han

0.07

5 m

m)

SILT

S

(N

on-P

last

ic o

r PI a

nd L

L pl

ot

belo

w A

-Lin

e

on P

last

icity

C

hart

bel

ow)

Liquid Limit

<50

Rapid None None >6 mm N/A (can’t roll 3 mm thread)

<5% ML SILT

Slow None to Low Dull 3mm to

6 mm None to low <5% ML CLAYEY SILT

Slow to very slow

Low to medium

Dull to slight

3mm to 6 mm Low 5% to

30% OL ORGANIC SILT

Liquid Limit ≥50

Slow to very slow

Low to medium Slight 3mm to

6 mm Low to

medium <5% MH CLAYEY SILT

None Medium to high

Dull to slight

1 mm to 3 mm

Medium to high

5% to 30% OH ORGANIC

SILT

CLA

YS

(P

I and

LL

plot

ab

ove

A-Li

ne o

n Pl

astic

ity C

hart

be

low

)

Liquid Limit <30 None Low to

medium Slight

to shiny ~ 3 mm Low to medium 0%

to 30%

(see

Note 2)

CL SILTY CLAY

Liquid Limit 30 to 50 None Medium

to high Slight

to shiny 1 mm to

3 mm Medium

CI SILTY CLAY

Liquid Limit ≥50 None High Shiny <1 mm High CH CLAY

HIG

HLY

O

RG

ANIC

SO

ILS

(Org

anic

C

onte

nt >

30%

by

mas

s) Peat and mineral soil

mixtures 30%

to 75%

PT

SILTY PEAT, SANDY PEAT

Predominantly peat, may contain some

mineral soil, fibrous or amorphous peat

75%

to 100%

PEAT

Note 1 – Fine grained materials with PI and LL that plot in this area are named (ML) SILT with slight plasticity. Fine-grained materials which are non-plastic (i.e. a PL cannot be measured) are named SILT. Note 2 – For soils with <5% organic content, include the descriptor “trace organics” for soils with between 5% and 30% organic content include the prefix “organic” before the Primary name.

Dual Symbol — A dual symbol is two symbols separated by a hyphen, for example, GP-GM, SW-SC and CL-ML. For non-cohesive soils, the dual symbols must be used when the soil has between 5% and 12% fines (i.e. to identify transitional material between “clean” and “dirty” sand or gravel. For cohesive soils, the dual symbol must be used when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart (see Plasticity Chart at left). Borderline Symbol — A borderline symbol is two symbols separated by a slash, for example, CL/CI, GM/SM, CL/ML. A borderline symbol should be used to indicate that the soil has been identified as having properties that are on the transition between similar materials. In addition, a borderline symbol may be used to indicate a range of similar soil types within a stratum.

June 2018 Revision 5

ABBREVIATIONS AND TERMS USED ON RECORDS OF BOREHOLES AND TEST PITS

2/3

PARTICLE SIZES OF CONSTITUENTS

Soil Constituent

Particle Size

Description Millimetres Inches

(US Std. Sieve Size)

BOULDERS Not Applicable >300 >12

COBBLES Not Applicable 75 to 300 3 to 12

GRAVEL Coarse Fine

19 to 75 4.75 to 19

0.75 to 3 (4) to 0.75

SAND Coarse Medium

Fine

2.00 to 4.75 0.425 to 2.00

0.075 to 0.425

(10) to (4) (40) to (10) (200) to (40)

SILT/CLAY Classified by plasticity <0.075 < (200)

SAMPLES AS Auger sample BS Block sample CS Chunk sample DD Diamond Drilling

DO or DP Seamless open ended, driven or pushed tube sampler – note size

DS Denison type sample GS Grab Sample MC Modified California Samples MS Modified Shelby (for frozen soil) RC Rock core SC Soil core SS Split spoon sampler – note size ST Slotted tube TO Thin-walled, open – note size (Shelby tube) TP Thin-walled, piston – note size (Shelby tube) WS Wash sample

MODIFIERS FOR SECONDARY AND MINOR CONSTITUENTS Percentage

by Mass Modifier

>35 Use 'and' to combine major constituents (i.e., SAND and GRAVEL)

> 12 to 35 Primary soil name prefixed with "gravelly, sandy, SILTY, CLAYEY" as applicable

> 5 to 12 some

≤ 5 trace

SOIL TESTS w water content PL , wp plastic limit LL , wL liquid limit C consolidation (oedometer) test CHEM chemical analysis (refer to text) CID consolidated isotropically drained triaxial test1

CIU consolidated isotropically undrained triaxial test with porewater pressure measurement1

DR relative density (specific gravity, Gs) DS direct shear test GS specific gravity M sieve analysis for particle size MH combined sieve and hydrometer (H) analysis MPC Modified Proctor compaction test SPC Standard Proctor compaction test OC organic content test SO4 concentration of water-soluble sulphates UC unconfined compression test UU unconsolidated undrained triaxial test V (FV) field vane (LV-laboratory vane test) γ unit weight

1. Tests anisotropically consolidated prior to shear are shown as CAD, CAU.

PENETRATION RESISTANCE Standard Penetration Resistance (SPT), N: The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.) required to drive a 50 mm (2 in.) split-spoon sampler for a distance of 300 mm (12 in.). Values reported are as recorded in the field and are uncorrected. Cone Penetration Test (CPT) An electronic cone penetrometer with a 60° conical tip and a project end area of 10 cm2 pushed through ground at a penetration rate of 2 cm/s. Measurements of tip resistance (qt), porewater pressure (u) and sleeve frictions are recorded electronically at 25 mm penetration intervals. Dynamic Cone Penetration Resistance (DCPT); Nd: The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.) to drive uncased a 50 mm (2 in.) diameter, 60° cone attached to "A" size drill rods for a distance of 300 mm (12 in.). PH: Sampler advanced by hydraulic pressure PM: Sampler advanced by manual pressure WH: Sampler advanced by static weight of hammer WR: Sampler advanced by weight of sampler and rod

NON-COHESIVE (COHESIONLESS) SOILS COHESIVE SOILS Compactness2 Consistency

Term SPT ‘N’ (blows/0.3m)1 Very Loose 0 to 4

Loose 4 to 10 Compact 10 to 30 Dense 30 to 50

Very Dense >50 1. SPT ‘N’ in accordance with ASTM D1586, uncorrected for the effects of

overburden pressure. 2. Definition of compactness terms are based on SPT ‘N’ ranges as provided in

Terzaghi, Peck and Mesri (1996). Many factors affect the recorded SPT ‘N’ value, including hammer efficiency (which may be greater than 60% in automatic trip hammers), overburden pressure, groundwater conditions, and grainsize. As such, the recorded SPT ‘N’ value(s) should be considered only an approximate guide to the soil compactness. These factors need to be considered when evaluating the results, and the stated compactness terms should not be relied upon for design or construction.

Term Undrained Shear Strength (kPa)

SPT ‘N’1,2 (blows/0.3m)

Very Soft <12 0 to 2 Soft 12 to 25 2 to 4 Firm 25 to 50 4 to 8 Stiff 50 to 100 8 to 15

Very Stiff 100 to 200 15 to 30 Hard >200 >30

1. SPT ‘N’ in accordance with ASTM D1586, uncorrected for overburden pressure effects; approximate only.

2. SPT ‘N’ values should be considered ONLY an approximate guide to consistency; for sensitive clays (e.g., Champlain Sea clays), the N-value approximation for consistency terms does NOT apply. Rely on direct measurement of undrained shear strength or other manual observations.

Field Moisture Condition Water Content Term Description

Dry Soil flows freely through fingers.

Moist Soils are darker than in the dry condition and may feel cool.

Wet As moist, but with free water forming on hands when handled.

Term Description

w < PL Material is estimated to be drier than the Plastic Limit.

w ~ PL Material is estimated to be close to the Plastic Limit.

w > PL Material is estimated to be wetter than the Plastic Limit.

June 2018 Revision 5

LIST OF SYMBOLS

3/3

Unless otherwise stated, the symbols employed in the report are as follows:

I. GENERAL (a) Index Properties (continued) w water content π 3.1416 wl or LL liquid limit ln x natural logarithm of x wp or PL plastic limit log10 x or log x, logarithm of x to base 10 lp or PI plasticity index = (wl – wp) g acceleration due to gravity NP non-plastic t time ws shrinkage limit IL liquidity index = (w – wp) / Ip IC consistency index = (wl – w) / Ip emax void ratio in loosest state emin void ratio in densest state ID density index = (emax – e) / (emax - emin) II. STRESS AND STRAIN (formerly relative density) γ shear strain (b) Hydraulic Properties ∆ change in, e.g. in stress: ∆ σ h hydraulic head or potential ε linear strain q rate of flow εv volumetric strain v velocity of flow η coefficient of viscosity i hydraulic gradient υ Poisson’s ratio k hydraulic conductivity σ total stress (coefficient of permeability) σ′ effective stress (σ′ = σ - u) j seepage force per unit volume σ′vo initial effective overburden stress σ1, σ2, σ3 principal stress (major, intermediate,

minor)

(c) Consolidation (one-dimensional) Cc compression index σoct mean stress or octahedral stress (normally consolidated range) = (σ1 + σ2 + σ3)/3 Cr recompression index τ shear stress (over-consolidated range) u porewater pressure Cs swelling index E modulus of deformation Cα secondary compression index G shear modulus of deformation mv coefficient of volume change K bulk modulus of compressibility cv coefficient of consolidation (vertical

direction) ch coefficient of consolidation (horizontal

direction) Tv time factor (vertical direction) III. SOIL PROPERTIES U degree of consolidation σ′p pre-consolidation stress (a) Index Properties OCR over-consolidation ratio = σ′p / σ′vo ρ(γ) bulk density (bulk unit weight)* ρd(γd) dry density (dry unit weight) (d) Shear Strength ρw(γw) density (unit weight) of water τp, τr peak and residual shear strength ρs(γs) density (unit weight) of solid particles φ′ effective angle of internal friction γ′ unit weight of submerged soil δ angle of interface friction (γ′ = γ - γw) µ coefficient of friction = tan δ DR relative density (specific gravity) of solid c′ effective cohesion particles (DR = ρs / ρw) (formerly Gs) cu, su undrained shear strength (φ = 0 analysis) e void ratio p mean total stress (σ1 + σ3)/2 n porosity p′ mean effective stress (σ′1 + σ′3)/2 S degree of saturation q (σ1 - σ3)/2 or (σ′1 - σ′3)/2 qu compressive strength (σ1 - σ3) St sensitivity * Density symbol is ρ. Unit weight symbol is γ

where γ = ρg (i.e. mass density multiplied by acceleration due to gravity)

Notes: 1 2

τ = c′ + σ′ tan φ′ shear strength = (compressive strength)/2

RU

BB

ER

TR

AC

K M

5T

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

4

5

23

27

26

35

50/0.15

50/0.15

50/0.1

Sol

id S

tem

O.D

. 14

0 m

m

TOPSOIL ~ 230 mm thick

FILL - (SM) SILTY SAND; brown, tracerootlets; non-cohesive, moist, very looseto loose

(SM) SILTY SAND, fine; light brown,stratified; non-cohesive, moist, compact

(ML) sandy SILT; light brown oxidationstains, stratified; non-cohesive, moist,compact

(CL/CI) SILTY CLAY, trace sand; brownto grey, oxidation stains; mottled;cohesive, w<PL to w~PL, hard

0.23

1.37

2.90

4.04

262.84

261.70

260.17

259.03

TY

PE

BORING DATE: November 6, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 1 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-1

SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

CONTINUED NEXT PAGE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMF

0.00263.07

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

RU

BB

ER

TR

AC

K M

5T

SS10 50/0.13

(CL/CI) SILTY CLAY, trace sand; brownto grey, oxidation stains; mottled;cohesive, w<PL to w~PL, hard

- Becomes grey at a depth of about10.67 m below ground surface

END OF BOREHOLE

Notes:

1. Borehole open and dry uponcompletion of drilling, Nov. 6/18.

10.95252.12

TY

PE

BORING DATE: November 6, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 2 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-1

SAMPLES

DEPTH(m)

DESCRIPTION

LOGGED:

CHECKED:

--- CONTINUED FROM PREVIOUS PAGE ---

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMFDEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

10

11

12

13

14

15

16

17

18

19

20

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

RU

BB

ER

TR

AC

K M

5T

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6A

6B

7

8

9

4

28

39

53

27

50/0.08

19

50/0.14

50/0.13

Sol

id S

tem

O.D

. 14

0 m

m

TOPSOIL ~ 230 mm thick

FILL - (SM) SILTY SAND; dark brown;non-cohesive, moist, very loose

(SP/SW) SAND, fine to medium, trace tosome fines; light brown, stratified;non-cohesive, moist, compact to verydense

(Cl-ML) SILTY CLAY to CLAYEY SILT,trace gravel, trace sand; brown;cohesive, w<PL, hard

(SM) SAND, fine to medium; light brown;non-cohesive, moist, compact

(CL) SILTY CLAY, trace sand; grey;cohesive, w<PL to w~PL, hard

0.23

0.84

4.88

5.56

7.09

266.01

265.40

261.36

260.68

259.15

50 mm Dia.Monitoring Well

Bentonite Seal

TY

PE

BORING DATE: November 5, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 1 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-2

SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

CONTINUED NEXT PAGE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMF

0.00266.24

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

RU

BB

ER

TR

AC

K M

5T

SS

SS

SS

SS

10

11

12

13

50/0.1

50/0.13

50/0.1

50/0.13

MH

Sol

id S

tem

O.D

. 14

0 m

m

(CL) SILTY CLAY, trace sand; grey;cohesive, w<PL to w~PL, hard

(ML) CLAYEY SILT, trace sand; grey,slight plasticity; non-cohesive, moist,very dense

END OF BOREHOLE

Notes:

1. Borehole open and dry uponcompletion of drilling, Nov. 5/18.

2. Groundwater level measured inmonitoring well at a depth of about13.7 m below ground surface, Nov.16/18.

11.58

15.52

254.66

250.72

Bentonite Seal

Silica Sand Filter

TY

PE

BORING DATE: November 5, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 2 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-2

SAMPLES

DEPTH(m)

DESCRIPTION

LOGGED:

CHECKED:

--- CONTINUED FROM PREVIOUS PAGE ---

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMFDEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

10

11

12

13

14

15

16

17

18

19

20

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

RU

BB

ER

TR

AC

K M

5T

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

7

8

36

17

34

59

82/0.25

66

50/0.13

MH

Sol

id S

tem

O.D

. 14

0 m

m

TOPSOIL

FILL - (SM) SILTY SAND, some gravel;brown, some silty clay inclusions,concrete debris; non-cohesive, moist,loose to dense

(SP/SM) SAND to SILTY SAND, fine;light brown, stratified; non-cohesive,moist, compact to very dense

0.34

2.13

265.91

264.12

50 mm Dia.Monitoring Well

Bentonite Seal

Silica Sand Filter

TY

PE

BORING DATE: November 6, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 1 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-3

SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

CONTINUED NEXT PAGE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMF

0.00266.25

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

RU

BB

ER

TR

AC

K M

5T

SS

SS

SS

SS

10

11

12

13

89

50/0.1

50/0.13

50/0.13

Sol

id S

tem

O.D

. 14

0 m

m

(SP/SM) SAND to SILTY SAND, fine;light brown, stratified; non-cohesive,moist, compact to very dense

- Trace gravel at 10.67 m

(ML) SILT; grey; non-cohesive, moist,very dense

(CL) SILTY CLAY; grey blocky structures;cohesive, w<PL, hard

END OF BOREHOLE

Notes:

1. Borehole open and dry uponcompletion of drilling, Nov. 6/18.

2. Monitoring well dry, Nov. 16/18.

11.13

13.18

15.52

255.12

253.07

250.73

Silica Sand Filter

Bentonite Seal

TY

PE

BORING DATE: November 6, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 2 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-3

SAMPLES

DEPTH(m)

DESCRIPTION

LOGGED:

CHECKED:

--- CONTINUED FROM PREVIOUS PAGE ---

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMFDEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

10

11

12

13

14

15

16

17

18

19

20

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

RU

BB

ER

TR

AC

K M

5T

SS

SS

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

8

9

8

5

26

30

46

45

47

50

79/0.25

MH

Sol

id S

tem

O.D

. 14

0 m

m

FILL - (CL) SILTY CLAY; brown, rootlets,mottled; cohesive, w~PL, firm

FILL - (SM) SILTY SAND, very fine; lightbrown, rootlets, oxidation stains;non-cohesive, moist, loose

(SM) SILTY SAND, very fine; light brown,stratified; non-cohesive, moist, compact

(ML) SILT, some sand; brown;non-cohesive, moist, dense

(SM) SILTY SAND, fine; brown;non-cohesive, moist, dense

(CL/CI) SILTY CLAY, trace sand; brownto grey, mottled; cohesive, w<PL tow~PL, hard

- Oxidation stains and blocky structuresat 4.57 m

- Becomes grey at a depth of about6.1 m

0.69

1.37

2.13

2.90

4.04

259.04

258.36

257.60

256.83

255.69

50 mm Dia.Monitoring Well

Bentonite Chips

Silca Sand FIlter

TY

PE

BORING DATE: November 5, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 1 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-4

SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

CONTINUED NEXT PAGE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMF

0.00259.73

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

RU

BB

ER

TR

AC

K M

5T

SS10 50/0.15

Sol

id S

tem

O.D

. 14

0 m

m

(ML) CLAYEY SILT; grey, slightplasticity; non-cohesive, moist, verydense

END OF BOREHOLE

Notes:

1. Borehole open and dry uponcompletion of drilling, Nov. 5/18.

2. Groundwater level measured inmonitoring well at a depth of about 8.1 mbelow ground surface, Nov. 16/18.

10.13

10.97

249.60

248.76

Silca Sand FIlter

TY

PE

BORING DATE: November 5, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 2 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm HAMMER TYPE: AUTOMATIC

RECORD OF BOREHOLE: BH18-4

SAMPLES

DEPTH(m)

DESCRIPTION

LOGGED:

CHECKED:

--- CONTINUED FROM PREVIOUS PAGE ---

DATUM: Geodetic

PROJECT: 18108181 (1000)

LOCATION: See Figure 2

DMFDEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

10

11

12

13

14

15

16

17

18

19

20

RA

GT

A-B

HS

001

\\G

OLD

ER

.GD

S\G

AL\

MIS

SIS

SA

UG

A\S

IM\C

LIE

NT

S\A

TR

IA\B

AR

RIE

_GE

OR

GIA

N_D

R\0

2_D

AT

A\G

INT

\181

081

81.G

PJ

GA

L-M

IS.G

DT

11/

29/

18

MK

Nov

. 201

8

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

March 27, 2019 18108181

APPENDIX D

Results of Geotechnical Laboratory Testing

GRAIN SIZE DISTRIBUTION(ML) CLAYEY SILT FIGURE D1

Date: 23-Nov-18

Project Number: 18108181 (1000)

Checked By: RA Golder Associates

LEGEND

BOREHOLE SAMPLE DEPTH(m)

BH 18-2 12 13.7 - 14.1

SYMBOL

0.00010.0010.010.11101000

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE, mm

PE

RC

EN

TF

INE

RT

HA

N

6" 3"4¼" 1½" 1" ¾" ½" 3/8" 3 4 8 10 16 20 30 40 50 60 100 200| | | | | | | | | | | | | | | | | | | |

Size of openings, inches U.S.S Sieve size, meshes/inch

COBBLE

SIZE

COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES

GRAVEL SIZE SAND SIZE FINE GRAINED

GRAIN SIZE DISTRIBUTION(SM) SILTY SAND FIGURE D2

Date: 23-Nov-18

Project Number: 18108181 (1000)

Checked By: RA Golder Associates

LEGEND

BOREHOLE SAMPLE DEPTH(m)

BH 18-3 8 7.6 - 8.1

SYMBOL

0.00010.0010.010.11101000

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE, mm

PE

RC

EN

TF

INE

RT

HA

N

6" 3"4¼" 1½" 1" ¾" ½" 3/8" 3 4 8 10 16 20 30 40 50 60 100 200| | | | | | | | | | | | | | | | | | | |

Size of openings, inches U.S.S Sieve size, meshes/inch

COBBLE

SIZE

COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES

GRAVEL SIZE SAND SIZE FINE GRAINED

GRAIN SIZE DISTRIBUTION(ML) SILT FIGURE D3

Date: 23-Nov-18

Project Number: 18108181 (1000)

Checked By: RA Golder Associates

LEGEND

BOREHOLE SAMPLE DEPTH(m)

BH 18-4 4 2.3 - 2.7

SYMBOL

0.00010.0010.010.11101000

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE, mm

PE

RC

EN

TF

INE

RT

HA

N

6" 3"4¼" 1½" 1" ¾" ½" 3/8" 3 4 8 10 16 20 30 40 50 60 100 200| | | | | | | | | | | | | | | | | | | |

Size of openings, inches U.S.S Sieve size, meshes/inch

COBBLE

SIZE

COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES

GRAVEL SIZE SAND SIZE FINE GRAINED

LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS (ASTM D4318)

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TIC

ITY

IND

EX

%

LIQUID LIMIT %

BH 18-1 - Sa. 6

BH 18-2 - Sa. 8

BH 18-4 - Sa 7

Figure No.:

Project No.:

PLASTICITY CHART

(CL/CI) SILTY CLAY

ML ML OL

CI

MH OH

CH

CL - ML

CLLEGEND

BH - Sample Number

Checked By: RA

D4

18108181 - 1000

March 27, 2019 18108181

APPENDIX E

Results of PMT Testing

In-Situ Pressuremeter Testing Project No. IDG 180484

290-302 Georgian Drive, Barrie, Ontario

Boring Nos. BH 18-2-PMT and BH 18-3-PMT

November 12, 2018

Prepared for:

Mr. Rafael Abdulla, M.Eng., P.Eng., PMP Golder Associates Ltd. #1 Shields Court Markham, Ontario L3R 8V2                

In-Depth Geotechnical Inc. 20 Ravenscliffe Avenue Hamilton, Ontario L8P 3M4 Phone: (905) 541 9937 Fax: (877) 624 0140

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484

i

Table of Contents

1. Introduction 1 2. Field Testing Procedures 2 3. In-Situ Test Results 3 4. Closure 7

Appendix One Pressuremeter Results – Graphic Data One-1 Appendix Two Pressuremeter Data Interpretation Two-1 Appendix Three Calibration Data Three-1

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484

1

1. Introduction

In-Depth Geotechnical Inc. was retained by Golder Associates Ltd. (Golder) to conduct Pressuremeter testing in relation to their Geotechnical Investigation at the 290-302 Georgian Drive site, in Barrie, Ontario.

This report presents the results of pressuremeter testing (PMT) carried out at two borehole locations with the purpose of evaluating specific parameters related to a) shear strength; and b) deformation properties of the encountered soils.

This report includes data obtained by use of a pre-bored pressuremeter system. Inferred characteristics of the data are also presented including initial contact pressure, limit pressure, secant deformation modulus values during loading, unloading and reloading cycles, and yield pressure if and when justified by the data. Multiple methods are available for interpretation of this data to estimate engineering properties of soils but such methods are not discussed or included in this report except for the characteristics of the data plots as described above.

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484

2

2. Field Testing Procedures

Pressuremeter testing was performed at two borehole locations, as indicated on site by Golder representatives, namely, Boring Nos. BH 18-2-PMT and BH 18-3-PMT.

Drilling procedures were undertaken by In-Depth Drilling Inc. The boreholes were advanced using mud rotary drilling technique with a truck-mounted CME 75 drill rig.

Field work was completed between November 5 and 6, 2018. Details of maximum depth of testing and number of PMT tests completed per borehole are:

Maximum Number Ground Depth [m] PMT tests Elevation [m]

Borehole No. BH 18-2-PMT 11.0 3 266.240

Borehole No. BH 18-3-PMT 14.0 3 266.245

The test sections of the boring were drilled with a drag bit, with a nominal diameter of 2 15/16 inch. The bit was advanced using continuous circulation of drilling mud to flush soil cuttings, producing a controlled diameter hole for the pressuremeter probe. A positive water head was kept inside the surface casing throughout drilling and in-situ testing procedures. In general, the drilling fluid remained at the top of casing.

Pre-boring pressuremeter testing was completed using a TEXAM unit. The testing procedure was in general accordance with Procedure B, volume-controlled loading, as outlined in the ASTM D 4719-00 Standard Test Method for Pre-bored Pressuremeter Testing of Soils. The testing equipment was calibrated for pressure and volume losses as indicated in the above mentioned standard. The Record of Calibration for the PMT probe utilized in this job is attached on Appendix Three. The control unit was de-aired prior to every test. Also, checks were completed to ensure that the probe, tubing, and control unit assembly were fully saturated, and that the probe membrane was leakage-free at high pressures. Two readings were taken for each volume step, namely for time delays of 15 and 30 seconds. Three unload-reload cycle were performed on each PMT test. Calibration records for the Texam Probe (B347) used in this job are included in Appendix Three.

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484

3

3. Pressuremeter Test Results

Details for each pressuremeter test results are presented in Appendix One. Summaries of pressuremeter test results for each boring are illustrated in Table Nos. 1 and 2 below.

A general guideline to interpret and infer soil properties based on available PMT test data is attached to Appendix Two. This guideline suggests accepted current procedures to estimate or infer shear strength, deformation properties, and other related soil parameters.

Undrained shear strength values for cohesive soils can be inferred using the method suggested in Appendix B. Likewise, for cohesionless soils, approximated values of the friction angles can be correlated to the estimated values of the net limit pressure whenever available. See Figure 6-86 in page Appendix Two - 5.

Based on pressuremeter test data, we have included subsoil profiles for the tested borings, plotting the distributions of the interpreted PMT parameters with depth. These profiles are included in the following pages, and, as mentioned above, summarized in Table Nos. 1 and 2.

Inferred values of the Young’s Modulus are included in Table Nos. 1 and 2. These values were inferred with the Menard’s Rheological Parameter, in accordance with the procedure suggested by Baud and Gambin using the Pressiorama Chart. This Pressiorama Chart is included in Appendix Two.

Table No. 1

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484

4

Table No. 2

Pre

ssur

emet

er T

est R

esul

ts

Bo

rin

g N

o.:

BH

18-

2-P

MT

290-

302

Geo

rgia

n D

r., B

arrie

, Ont

ario

Dat

e:

Nov

embe

r 11

, 20

18

Pro

ject

No.

: I

DG

180

484

5

05

1015

2025

3035

40

EP

MT/  p'

L

01000

2000

3000

4000

5000

p' L

Net Lim

it Pressure

py

Yield Pressure

[kPa]

p yp'

L

250

252

254

256

258

260

262

264

266

268

050

100

150

200

Elevation [m]

h0

[kPa]

Total H

orizon

tal Stress

Groun

d elevation  BH 18

‐2‐PMT   El. 26

6.24

  m

050

100

150

200

EP

MT[M

Pa]

Pressuremeter M

odulus

02

46

810

p'L / p

y

290-

302

Geo

rgia

n D

r., B

arrie

, Ont

ario

Bo

rin

g N

o.:

BH

18-

3-P

MT

Pre

ssur

emet

er T

est R

esul

ts

6

Dat

e:

Nov

embe

r 11

, 20

18

Pro

ject

No.

: I

DG

180

484

05

1015

2025

3035

40

EP

MT/  p'

L

01000

2000

3000

4000

5000

p' L

Net Lim

it Pressure

py

Yield Pressure

[kPa]

p yp'

L

250

252

254

256

258

260

262

264

266

268

050

100

150

200

Elevation [m]

h0

[kPa]

Total H

orizon

tal Stress

Groun

d elevation  BH 18

‐3‐PMT   El. 26

6.24

5  m

050

100

150

200

EP

MT[M

Pa]

Pressuremeter M

odulus

02

46

810

p'L / p

y

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484

7

4. Closure

The subsoils data presented in this report is based on in-situ PMT testing and interpretation procedures. It should be noted that soil conditions may vary within the site and interpreted data may not be entirely representative of conditions at locations away from the tested borings. Therefore care should be exercised when extrapolating or inferring subsoil conditions away from the borehole location.

We trust that the present report fulfill your requirements. Should you have any question, please feel free to contact the undersigned.

Sincerely,

In-Depth Geotechnical Inc.

Gabriel Sedran, P.Eng., Ph.D. President

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

 

Appendix One

Pressuremeter Test Data Sheets

Volume Pressure Volume r/r0 Pressure Volume r/r0 Pressure 1 / V[cm3] 15 sec 30 sec [bar] [cm3] [%] [bar] [cm3] [%] [cm3] [bar] [bar]

2 0.16 0.16 0.42 2 0.00 0.42 2 0.00 2 0.00 0.42 0.5376440 0.28 0.26 0.50 39.8 1.01 0.48 39.8 1.01 39.8 0.02 0.48 0.0251480 0.38 0.35 0.56 79.7 2.00 0.53 79.7 2.00 79.7 0.03 0.53 0.01255120 0.47 0.45 0.61 119.6 2.99 0.59 119.6 2.99 119.6 0.02 0.59 0.00836160 0.58 0.55 0.70 159.5 3.97 0.67 159.5 3.97 159.5 0.03 0.67 0.00627200 0.71 0.68 0.80 199.4 4.94 0.77 199.4 4.94 199.4 0.03 0.77 0.00501240 0.89 0.86 0.96 239.2 5.90 0.93 239.2 5.91 239.2 0.03 0.93 0.00418280 1.19 1.12 1.24 279.0 6.85 1.17 279.0 6.86 279.0 0.07 1.17 0.00358320 1.65 1.55 1.68 318.6 7.79 1.58 318.6 7.79 318.6 0.10 1.58 0.00314360 2.56 2.43 2.57 357.8 8.71 2.44 357.9 8.71 357.9 0.13 2.44 0.00279400 4.40 4.15 4.40 396.1 9.60 4.15 396.4 9.61 396.4 0.25 4.15 0.00252440 7.82 7.22 7.81 433.2 10.46 7.21 433.7 10.47 433.7 0.60 7.21 0.00231480 10.30 9.52 10.27 471.0 11.33 9.49 471.7 11.34 471.7 0.78 9.49 0.00212470 6.03 5.93 6.01 464.7 11.18 5.91 464.8 11.19 5.91 0.00215460 4.35 4.32 4.33 456.2 10.99 4.30 456.2 10.99 4.30 0.00219450 3.12 3.13 3.10 447.3 10.78 3.11 447.3 10.78 3.11 0.00224460 5.10 4.98 5.08 455.5 10.97 4.96 455.6 10.98 4.96 0.00219470 6.63 6.38 6.61 464.2 11.17 6.36 464.4 11.18 6.36 0.00215480 8.12 7.73 8.09 472.9 11.37 7.70 473.2 11.38 7.70 0.00211520 11.90 11.20 11.86 509.6 12.20 11.16 510.2 12.22 510.2 0.70 11.16 0.00196560 13.81 13.07 13.77 547.9 13.07 13.03 548.6 13.08 548.6 0.74 13.03 0.00182600 15.39 14.63 15.34 586.5 13.93 14.58 587.2 13.95 587.2 0.76 14.58 0.00170590 10.10 9.99 10.05 581.2 13.81 9.94 581.3 13.82 9.94 0.00172580 7.29 7.31 7.24 573.6 13.64 7.26 573.6 13.64 7.26 0.00174570 5.64 5.71 5.59 565.1 13.45 5.66 565.0 13.45 5.66 0.00177580 8.86 8.70 8.81 572.2 13.61 8.65 572.4 13.62 8.65 0.00175590 11.22 11.00 11.17 580.2 13.79 10.95 580.4 13.80 10.95 0.00172600 13.24 12.86 13.19 588.4 13.98 12.81 588.7 13.98 12.81 0.00170640 16.62 16.05 16.56 625.5 14.80 15.99 626.0 14.81 626.0 0.57 15.99 0.00160680 18.08 17.52 18.02 664.2 15.65 17.46 664.7 15.66 664.7 0.56 17.46 0.00150720 19.38 18.80 19.32 703.0 16.50 18.74 703.5 16.51 703.5 0.58 18.74 0.00142710 13.82 13.81 13.76 697.9 16.39 13.75 697.9 16.39 13.75 0.00143700 10.50 10.56 10.44 690.8 16.24 10.50 690.8 16.23 10.50 0.00145690 8.26 8.36 8.20 682.8 16.06 8.30 682.7 16.06 8.30 0.00146700 12.62 12.49 12.56 689.0 16.20 12.43 689.1 16.20 12.43 0.00145710 15.62 15.40 15.56 696.3 16.36 15.34 696.5 16.36 15.34 0.00144720 17.70 17.44 17.64 704.5 16.53 17.38 704.7 16.54 17.38 0.00142760 20.51 20.02 20.45 742.1 17.35 19.96 742.5 17.36 742.5 0.49 19.96 0.00135800 21.67 21.16 21.61 781.0 18.19 21.10 781.5 18.20 781.5 0.51 21.10 0.00128840 22.66 22.17 22.59 820.2 19.03 22.10 820.6 19.04 820.6 0.49 22.10 0.00122880 23.64 23.15 23.57 859.3 19.86 23.08 859.7 19.87 859.7 0.49 23.08 0.00116920 24.51 23.99 24.44 898.6 20.69 23.92 899.0 20.70 899.0 0.52 23.92 0.00111960 25.28 24.72 25.21 937.9 21.52 24.65 938.4 21.53 938.4 0.56 24.65 0.00107

1000 25.98 25.40 25.91 977.3 22.34 25.33 977.8 22.35 977.8 0.58 25.33 0.00102

volume radialstrain

[cm3] [%]

Volume-controlled test as per ASTM D4719 B 347 Time elapsed from hole drilling to testingMethod B Calibration Record No.: 1 ~ 5 minutesVolume increments: 40 cm³ Tubing Length: 140 [ft] Engineer:Maximum Volume: 1400 cm³ Probe Lenght: 0.46 [m] Operator:Maximum Pressure: 100 bar Probe Initial Volume: 1968 cm³

EReload 2 1365 [bar]

EUnload 3 3541 [bar] 683

[19.1 - 20.6%]

EPMT / p*L

EUnload 1

EReload 1

16.1

[bar]

1688

396 9.6

10.5

0.66

EReload 3 1770 [bar]

EUnload 2 2718 [bar] 565 13.5

34.28

7.21

Corrected Test dataField Test Data (uncorrected)

34.93

November 6, 2018PMT TEST No.: 1

Test Date:

Auxiliary Data

30 sec

Pressuremeter Equipment: TEXAM Model Drilling Bit: Probe Designation : NX Probe (76 mm OD)

p 30-15Volume

Creep

Pressure [bar]

15-second readings 30-second readings

Drilling Method:

[bar]

[bar]

[bar]

159.5

434

447

strain

Pressuremeter test results [corrected data] pressure vs radial strain

Interpreted PMT Test Results

[30-second readings]

519

15.2

4.0

pL

p*L

pY

EPMT

IDG 180484In-Depth Geotechnical Project No.: Borehole No.:

Determination of total contact pressure p0 Determination of Limit Pressure pL

Client: Golder Associates

290-302 Georgian Drive, Barrie, OntarioDrag Bit

Drilling Company:

Project:

Pressure difference from 15 to 30 sec. readings p [15-30 sec]

Mud Rotary Drilling

BH 18-2-PMTIn-Depth Geotechnical Inc.

4.47(center of the probe)

Gabriel Sedran, P.Eng., Ph.D. Test Depth [m]:Scott Hall

Probe No.:

range[%]

10.8

[bar]

[bar]

[bar]

p0

918

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 200 400 600 800 1000 1200 1400

Creep Pressure  [ba

r]

Volume [cm3]

0

5

10

15

20

25

30

35

40

0 5 10 15 20 25 30 35 40

Corrected Pressure  [ba

r]

Radial Strain [%]

15‐second readings

30‐second readings

E PMT

E Unload/Reload 1

E Unload /Reload 2

E Unload/Reload 3

p0 [bar] =  0.655

0

1

2

3

4

5

6

7

8

0.000 0.005 0.010 0.015 0.020 0.025 0.030

Pressure  (ba

r)  

1 / V

2287

pL [bar] =  34.931

0.0000

0.0005

0.0010

0.0015

0.0020

0.0025

0.0030

0.0035

0.00400 5 10 15 20 25 30 35 40

1 / V  

Pressure   [bar]

VL [cm3] =

Appendix One - Page 1

Volume Pressure Volume r/r0 Pressure Volume r/r0 Pressure 1 / V[cm3] 15 sec 30 sec [bar] [cm3] [%] [bar] [cm3] [%] [cm3] [bar] [bar]

2 0.28 0.28 0.86 2 0.00 0.86 2 0.00 2 0.00 0.86 0.5698140 0.33 0.32 0.87 39.7 1.00 0.86 39.7 1.00 39.7 0.01 0.86 0.0251880 0.38 0.37 0.88 79.7 2.00 0.87 79.7 2.00 79.7 0.01 0.87 0.01255120 0.47 0.45 0.94 119.6 2.99 0.92 119.6 2.99 119.6 0.02 0.92 0.00836160 0.55 0.51 0.99 159.5 3.97 0.95 159.6 3.98 159.6 0.04 0.95 0.00627200 0.66 0.57 1.07 199.4 4.95 0.98 199.5 4.95 199.5 0.09 0.98 0.00501240 0.75 0.64 1.14 239.3 5.91 1.03 239.4 5.91 239.4 0.11 1.03 0.00418280 1.14 0.88 1.51 279.0 6.85 1.25 279.2 6.86 279.2 0.26 1.25 0.00358320 4.34 3.72 4.69 316.2 7.74 4.07 316.7 7.75 316.7 0.62 4.07 0.00316360 7.10 6.52 7.44 353.8 8.62 6.86 354.3 8.63 354.3 0.58 6.86 0.00282350 3.42 3.26 3.76 347.0 8.46 3.60 347.1 8.46 3.60 0.00288340 1.67 1.62 2.02 338.5 8.26 1.97 338.6 8.26 1.97 0.00295330 0.49 0.53 0.84 329.6 8.05 0.88 329.5 8.05 0.88 0.00303340 2.36 2.12 2.71 337.9 8.25 2.47 338.1 8.25 2.47 0.00296350 3.68 3.34 4.02 346.8 8.45 3.68 347.1 8.46 3.68 0.00288360 4.80 4.40 5.14 355.8 8.67 4.74 356.1 8.67 4.74 0.00281400 8.63 8.05 8.95 392.4 9.52 8.37 393.0 9.53 393.0 0.58 8.37 0.00254440 10.96 10.14 11.27 430.4 10.40 10.45 431.1 10.41 431.1 0.82 10.45 0.00232480 12.76 11.75 13.06 468.8 11.28 12.05 469.7 11.30 469.7 1.01 12.05 0.00213470 8.20 7.92 8.50 462.8 11.14 8.22 463.1 11.15 8.22 0.00216460 5.68 5.57 5.98 455.0 10.96 5.87 455.1 10.96 5.87 0.00220450 4.00 3.95 4.31 446.5 10.77 4.26 446.5 10.77 4.26 0.00224460 6.53 6.19 6.83 454.3 10.94 6.49 454.6 10.95 6.49 0.00220470 8.22 7.78 8.52 462.8 11.14 8.08 463.2 11.15 8.08 0.00216480 9.63 9.14 9.93 471.6 11.34 9.44 472.0 11.35 9.44 0.00212520 13.72 12.98 14.01 508.0 12.17 13.27 508.6 12.18 508.6 0.74 13.27 0.00197560 15.54 14.78 15.82 546.4 13.03 15.06 547.1 13.05 547.1 0.76 15.06 0.00183600 17.08 16.24 17.35 585.1 13.90 16.51 585.8 13.92 585.8 0.84 16.51 0.00171590 12.02 11.79 12.29 579.5 13.78 12.06 579.7 13.78 12.06 0.00173580 9.18 9.08 9.46 572.0 13.61 9.36 572.1 13.61 9.36 0.00175570 7.07 7.05 7.35 563.8 13.43 7.33 563.8 13.43 7.33 0.00177580 10.21 9.87 10.49 571.1 13.59 10.15 571.4 13.59 10.15 0.00175590 12.36 11.94 12.63 579.2 13.77 12.21 579.6 13.78 12.21 0.00173600 14.08 13.61 14.35 587.7 13.96 13.88 588.1 13.97 13.88 0.00170640 18.00 17.22 18.27 624.2 14.77 17.49 624.9 14.79 624.9 0.78 17.49 0.00160680 19.45 18.58 19.71 663.0 15.63 18.84 663.7 15.64 663.7 0.87 18.84 0.00151720 13.88 13.74 14.14 707.9 16.61 14.00 708.0 16.61 708.0 0.14 14.00 0.00141760 19.70 19.05 19.96 742.8 17.37 19.31 743.3 17.38 743.3 0.65 19.31 0.00135800 21.86 21.07 22.12 780.9 18.19 21.33 781.6 18.20 781.6 0.79 21.33 0.00128840 23.02 22.22 23.28 819.9 19.02 22.48 820.6 19.04 820.6 0.80 22.48 0.00122880 24.05 23.29 24.30 859.0 19.86 23.54 859.6 19.87 859.6 0.76 23.54 0.00116920 24.96 24.24 25.21 898.2 20.68 24.49 898.8 20.70 898.8 0.72 24.49 0.00111960 25.89 25.14 26.14 937.3 21.51 25.39 938.0 21.52 938.0 0.75 25.39 0.00107

1000 26.71 25.98 26.96 976.6 22.32 26.23 977.3 22.34 977.3 0.73 26.23 0.00102

volume radialstrain

[cm3] [%]

Volume-controlled test as per ASTM D4719 B 347 Time elapsed from hole drilling to testingMethod B Calibration Record No.: 1 ~ 5 minutesVolume increments: 40 cm³ Tubing Length: 140 [ft] Engineer:Maximum Volume: 1400 cm³ Probe Lenght: 0.46 [m] Operator:Maximum Pressure: 100 bar Probe Initial Volume: 1968 cm³

EReload 2 1003 [bar]

EUnload 3 2829 [bar] 564

[19.1 - 20.6%]

EPMT / p*L

EUnload 1

EReload 1

13.4

[bar]

1483

279 6.9

7.7

0.96

EReload 3 1222 [bar]

EUnload 2 2169 [bar] 447 10.8

36.45

4.07

Corrected Test dataField Test Data (uncorrected)

37.41

November 6, 2018PMT TEST No.: 2

Test Date:

Auxiliary Data

30 sec

Pressuremeter Equipment: TEXAM Model Drilling Bit: Probe Designation : NX Probe (76 mm OD)

p 30-15Volume

Creep

Pressure [bar]

15-second readings 30-second readings

Drilling Method:

[bar]

[bar]

[bar]

159.6

317

330

strain

Pressuremeter test results [corrected data] pressure vs radial strain

Interpreted PMT Test Results

[30-second readings]

453

12.4

4.0

pL

p*L

pY

EPMT

IDG 180484In-Depth Geotechnical Project No.: Borehole No.:

Determination of total contact pressure p0 Determination of Limit Pressure pL

Client: Golder Associates

290-302 Georgian Drive, Barrie, OntarioDrag Bit

Drilling Company:

Project:

Pressure difference from 15 to 30 sec. readings p [15-30 sec]

Mud Rotary Drilling

BH 18-2-PMTIn-Depth Geotechnical Inc.

7.77(center of the probe)

Gabriel Sedran, P.Eng., Ph.D. Test Depth [m]:Scott Hall

Probe No.:

range[%]

8.0

[bar]

[bar]

[bar]

p0

768

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 200 400 600 800 1000 1200 1400

Creep Pressure  [ba

r]

Volume [cm3]

0

5

10

15

20

25

30

35

40

0 5 10 15 20 25 30 35 40

Corrected Pressure  [ba

r]

Radial Strain [%]

15‐second readings

30‐second readings

E PMT

E Unload/Reload 1

E Unload /Reload 2

E Unload/Reload 3

p0 [bar] =  0.957

0

1

2

3

4

5

6

7

8

0.000 0.005 0.010 0.015 0.020 0.025 0.030

Pressure  (ba

r)  

1 / V

2287

pL [bar] =  37.408

0.0000

0.0005

0.0010

0.0015

0.0020

0.0025

0.0030

0.0035

0.00400 5 10 15 20 25 30 35 40

1 / V  

Pressure   [bar]

VL [cm3] =

Appendix One - Page 2

Volume Pressure Volume r/r0 Pressure Volume r/r0 Pressure 1 / V[cm3] 15 sec 30 sec [bar] [cm3] [%] [bar] [cm3] [%] [cm3] [bar] [bar]

2 0.54 0.54 1.40 2 0.00 1.40 2 0.00 2 0.00 1.40 0.6546840 0.59 0.57 1.42 39.5 1.00 1.40 39.5 1.00 39.5 0.02 1.40 0.0253280 0.67 0.64 1.46 79.4 2.00 1.43 79.4 2.00 79.4 0.03 1.43 0.01259120 1.17 1.05 1.92 119.0 2.98 1.80 119.1 2.98 119.1 0.12 1.80 0.00840160 5.17 4.86 5.89 155.5 3.88 5.58 155.7 3.88 155.7 0.31 5.58 0.00642200 14.00 13.13 14.70 187.7 4.66 13.83 188.5 4.68 188.5 0.87 13.83 0.00530240 18.27 17.22 18.95 224.0 5.54 17.90 224.9 5.56 224.9 1.05 17.90 0.00445230 12.32 11.99 13.00 219.2 5.42 12.67 219.5 5.43 12.67 0.00456220 8.52 8.37 9.21 212.5 5.26 9.06 212.7 5.27 9.06 0.00470210 5.63 5.58 6.32 205.1 5.08 6.27 205.1 5.08 6.27 0.00488220 9.50 9.17 10.19 211.7 5.24 9.86 212.0 5.25 9.86 0.00472230 12.08 11.62 12.76 219.4 5.43 12.30 219.8 5.44 12.30 0.00455240 14.38 13.75 15.06 227.4 5.62 14.43 228.0 5.63 14.43 0.00439280 20.40 19.32 21.06 262.1 6.45 19.98 263.1 6.48 263.1 1.08 19.98 0.00380320 22.95 21.88 23.59 299.9 7.35 22.52 300.9 7.37 300.9 1.07 22.52 0.00332360 24.86 23.73 25.48 338.2 8.25 24.35 339.2 8.28 339.2 1.13 24.35 0.00295350 18.46 18.08 19.09 333.8 8.15 18.71 334.2 8.16 18.71 0.00299340 14.49 14.30 15.12 327.3 8.00 14.93 327.5 8.00 14.93 0.00305330 11.53 11.43 12.16 319.9 7.82 12.06 320.0 7.83 12.06 0.00313340 15.41 14.85 16.04 326.5 7.98 15.48 327.0 7.99 15.48 0.00306350 18.04 17.45 18.67 334.2 8.16 18.08 334.7 8.17 18.08 0.00299360 20.24 19.58 20.86 342.3 8.35 20.20 342.9 8.36 20.20 0.00292400 25.48 24.50 26.09 377.7 9.18 25.11 378.6 9.20 378.6 0.98 25.11 0.00264440 27.26 26.22 27.85 416.1 10.07 26.81 417.1 10.09 417.1 1.04 26.81 0.00240480 28.62 27.56 29.20 455.0 10.96 28.14 455.9 10.98 455.9 1.06 28.14 0.00219470 22.36 21.99 22.94 450.4 10.86 22.57 450.8 10.86 22.57 0.00222460 18.28 18.09 18.87 444.0 10.71 18.68 444.2 10.71 18.68 0.00225450 15.04 14.97 15.63 436.8 10.54 15.56 436.9 10.55 15.56 0.00229460 19.20 18.72 19.79 443.2 10.69 19.31 443.6 10.70 19.31 0.00225470 22.12 21.52 22.70 450.6 10.86 22.10 451.2 10.87 22.10 0.00222480 24.38 23.74 24.96 458.7 11.04 24.32 459.2 11.06 24.32 0.00218520 29.06 28.18 29.63 494.6 11.86 28.75 495.3 11.88 495.3 0.88 28.75 0.00202560 30.56 29.58 31.12 533.3 12.74 30.14 534.1 12.76 534.1 0.98 30.14 0.00187600 31.68 30.63 32.24 572.3 13.61 31.19 573.2 13.64 573.2 1.05 31.19 0.00174640 32.63 31.52 33.18 611.4 14.49 32.07 612.4 14.51 612.4 1.11 32.07 0.00163680 33.40 32.32 33.95 650.8 15.36 32.87 651.7 15.38 651.7 1.08 32.87 0.00153720 34.20 33.06 34.75 690.1 16.22 33.61 691.1 16.24 691.1 1.14 33.61 0.00145

volume radialstrain

[cm3] [%]

Volume-controlled test as per ASTM D4719 B 347 Time elapsed from hole drilling to testingMethod B Calibration Record No.: 1 ~ 5 minutesVolume increments: 40 cm³ Tubing Length: 140 [ft] Engineer:Maximum Volume: 1400 cm³ Probe Lenght: 0.46 [m] Operator:Maximum Pressure: 100 bar Probe Initial Volume: 1968 cm³

EReload 2 1426 [bar]

EUnload 3 4256 [bar] 437

[19.1 - 20.6%]

EPMT / p*L

EUnload 1

EReload 1

10.5

[bar]

3406

156 3.9

4.7

1.44

EReload 3 1522 [bar]

EUnload 2 3904 [bar] 320 7.8

40.39

13.83

Corrected Test dataField Test Data (uncorrected)

41.83

November 6, 2018PMT TEST No.: 3

Test Date:

Auxiliary Data

30 sec

Pressuremeter Equipment: TEXAM Model Drilling Bit: Probe Designation : NX Probe (76 mm OD)

p 30-15Volume

Creep

Pressure [bar]

15-second readings 30-second readings

Drilling Method:

[bar]

[bar]

[bar]

79.4

189

205

strain

Pressuremeter test results [corrected data] pressure vs radial strain

Interpreted PMT Test Results

[30-second readings]

1432

35.5

2.0

pL

p*L

pY

EPMT

IDG 180484In-Depth Geotechnical Project No.: Borehole No.:

Determination of total contact pressure p0 Determination of Limit Pressure pL

Client: Golder Associates

290-302 Georgian Drive, Barrie, OntarioDrag Bit

Drilling Company:

Project:

Pressure difference from 15 to 30 sec. readings p [15-30 sec]

Mud Rotary Drilling

BH 18-2-PMTIn-Depth Geotechnical Inc.

10.67(center of the probe)

Gabriel Sedran, P.Eng., Ph.D. Test Depth [m]:Scott Hall

Probe No.:

range[%]

5.1

[bar]

[bar]

[bar]

p0

1516

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 200 400 600 800 1000 1200 1400

Creep Pressure  [ba

r]

Volume [cm3]

0

5

10

15

20

25

30

35

40

0 5 10 15 20 25 30 35 40

Corrected Pressure  [ba

r]

Radial Strain [%]

15‐second readings

30‐second readings

E PMT

E Unload/Reload 1

E Unload /Reload 2

E Unload/Reload 3

p0 [bar] =  1.438

0

2

4

6

8

10

12

14

16

0.000 0.005 0.010 0.015 0.020 0.025 0.030

Pressure  (ba

r)  

1 / V

2127

pL [bar] =  41.829

0.0000

0.0005

0.0010

0.0015

0.0020

0.0025

0.0030

0.0035

0.00400 10 20 30 40 50

1 / V  

Pressure   [bar]

VL [cm3] =

Appendix One - Page 3

Volume Pressure Volume r/r0 Pressure Volume r/r0 Pressure 1 / V[cm3] 15 sec 30 sec [bar] [cm3] [%] [bar] [cm3] [%] [cm3] [bar] [bar]

2 0.29 0.29 0.70 2 0.00 0.70 2 0.00 2 0.00 0.70 0.5726640 0.32 0.32 0.70 39.7 1.00 0.70 39.7 1.00 39.7 0.00 0.70 0.0251880 0.39 0.39 0.73 79.7 2.00 0.73 79.7 2.00 79.7 0.00 0.73 0.01255120 0.48 0.47 0.78 119.6 2.99 0.77 119.6 2.99 119.6 0.01 0.77 0.00836160 0.60 0.58 0.87 159.5 3.97 0.85 159.5 3.97 159.5 0.02 0.85 0.00627200 0.78 0.76 1.03 199.3 4.94 1.01 199.3 4.94 199.3 0.02 1.01 0.00502240 1.02 0.99 1.25 239.1 5.90 1.22 239.1 5.90 239.1 0.03 1.22 0.00418280 1.41 1.36 1.62 278.8 6.85 1.57 278.8 6.85 278.8 0.05 1.57 0.00359320 2.10 2.05 2.29 318.2 7.78 2.24 318.2 7.78 318.2 0.05 2.24 0.00314360 3.33 3.14 3.50 357.1 8.70 3.31 357.3 8.70 357.3 0.19 3.31 0.00280400 5.06 4.75 5.22 395.6 9.59 4.91 395.8 9.60 395.8 0.31 4.91 0.00253440 6.56 6.20 6.70 434.3 10.48 6.34 434.6 10.49 434.6 0.36 6.34 0.00230430 4.02 4.01 4.17 426.5 10.31 4.16 426.5 10.31 4.16 0.00234420 2.78 2.79 2.93 417.6 10.10 2.94 417.6 10.10 2.94 0.00239410 2.08 2.09 2.23 408.2 9.88 2.24 408.2 9.88 2.24 0.00245420 3.76 3.69 3.91 416.7 10.08 3.84 416.8 10.08 3.84 0.00240430 5.02 4.90 5.17 425.6 10.29 5.05 425.7 10.29 5.05 0.00235440 6.05 5.89 6.19 434.7 10.50 6.03 434.8 10.50 6.03 0.00230480 8.05 7.79 8.18 473.0 11.37 7.92 473.2 11.38 473.2 0.26 7.92 0.00211520 9.43 9.17 9.55 511.7 12.25 9.29 512.0 12.26 512.0 0.26 9.29 0.00195560 10.88 10.58 10.99 550.5 13.13 10.69 550.7 13.13 550.7 0.30 10.69 0.00182550 7.20 7.20 7.32 543.7 12.97 7.32 543.7 12.97 7.32 0.00184540 5.44 5.47 5.56 535.2 12.78 5.59 535.2 12.78 5.59 0.00187530 4.23 4.27 4.35 526.3 12.58 4.39 526.3 12.58 4.39 0.00190540 6.85 6.80 6.97 534.0 12.76 6.92 534.0 12.76 6.92 0.00187550 8.65 8.55 8.77 542.4 12.95 8.67 542.5 12.95 8.67 0.00184560 10.05 9.91 10.16 551.2 13.14 10.02 551.3 13.15 10.02 0.00181600 12.04 11.78 12.15 589.5 14.00 11.89 589.7 14.00 589.7 0.26 11.89 0.00170640 13.17 12.88 13.27 628.5 14.86 12.98 628.7 14.87 628.7 0.29 12.98 0.00159680 14.33 14.05 14.43 667.5 15.72 14.15 667.7 15.73 667.7 0.28 14.15 0.00150670 9.83 9.81 9.93 661.4 15.59 9.91 661.4 15.59 9.91 0.00151660 7.68 7.71 7.78 653.3 15.41 7.81 653.3 15.41 7.81 0.00153650 6.17 6.21 6.27 644.6 15.22 6.31 644.6 15.22 6.31 0.00155660 9.48 8.42 9.58 651.7 15.38 8.52 652.6 15.40 8.52 0.00153670 11.71 11.59 11.81 659.8 15.55 11.69 659.9 15.56 11.69 0.00152680 13.20 13.05 13.30 668.4 15.75 13.15 668.6 15.75 13.15 0.00150720 15.10 14.86 15.20 706.8 16.58 14.96 707.0 16.59 707.0 0.24 14.96 0.00141760 16.06 15.80 16.16 745.9 17.43 15.90 746.2 17.44 746.2 0.26 15.90 0.00134800 16.89 16.61 16.99 785.2 18.28 16.71 785.5 18.29 785.5 0.28 16.71 0.00127840 17.68 17.38 17.77 824.5 19.12 17.47 824.8 19.13 824.8 0.30 17.47 0.00121880 18.44 18.10 18.53 863.9 19.96 18.19 864.2 19.97 864.2 0.34 18.19 0.00116920 19.07 18.76 19.16 903.3 20.79 18.85 903.6 20.80 903.6 0.31 18.85 0.00111960 19.72 19.37 19.81 942.7 21.62 19.46 943.0 21.62 943.0 0.35 19.46 0.00106

1000 20.32 19.94 20.41 982.2 22.44 20.03 982.6 22.45 982.6 0.38 20.03 0.001021040 20.81 20.46 20.89 1021.8 23.26 20.54 1022.1 23.27 1022.1 0.35 20.54 0.000981080 21.28 20.95 21.36 1061.4 24.07 21.03 1061.7 24.08 1061.7 0.33 21.03 0.00094

volume radialstrain

[cm3] [%]

Volume-controlled test as per ASTM D4719 B 347 Time elapsed from hole drilling to testingMethod B Calibration Record No.: 1 ~ 5 minutesVolume increments: 40 cm³ Tubing Length: 140 [ft] Engineer:Maximum Volume: 1400 cm³ Probe Lenght: 0.46 [m] Operator:Maximum Pressure: 100 bar Probe Initial Volume: 1968 cm³

EReload 2 1085 [bar]

EUnload 3 2364 [bar] 645

[19.1 - 20.6%]

EPMT / p*L

EUnload 1

EReload 1

15.2

[bar]

987

357 8.7

9.6

0.78

EReload 3 1214 [bar]

EUnload 2 1717 [bar] 526 12.6

26.10

4.91

Corrected Test dataField Test Data (uncorrected)

26.88

November 5, 2018PMT TEST No.: 1

Test Date:

Auxiliary Data

30 sec

Pressuremeter Equipment: TEXAM Model Drilling Bit: Probe Designation : NX Probe (76 mm OD)

p 30-15Volume

Creep

Pressure [bar]

15-second readings 30-second readings

Drilling Method:

[bar]

[bar]

[bar]

119.6

396

408

strain

Pressuremeter test results [corrected data] pressure vs radial strain

Interpreted PMT Test Results

[30-second readings]

258

9.9

3.0

pL

p*L

pY

EPMT

IDG 180484In-Depth Geotechnical Project No.: Borehole No.:

Determination of total contact pressure p0 Determination of Limit Pressure pL

Client: Golder Associates

290-302 Georgian Drive, Barrie, OntarioDrag Bit

Drilling Company:

Project:

Pressure difference from 15 to 30 sec. readings p [15-30 sec]

Mud Rotary Drilling

BH 18-3-PMTIn-Depth Geotechnical Inc.

6.10(center of the probe)

Gabriel Sedran, P.Eng., Ph.D. Test Depth [m]:Scott Hall

Probe No.:

range[%]

9.9

[bar]

[bar]

[bar]

p0

792

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 200 400 600 800 1000 1200 1400

Creep Pressure  [ba

r]

Volume [cm3]

0

5

10

15

20

25

30

35

40

0 5 10 15 20 25 30 35 40

Corrected Pressure  [ba

r]

Radial Strain [%]

15‐second readings

30‐second readings

E PMT

E Unload/Reload 1

E Unload /Reload 2

E Unload/Reload 3

p0 [bar] =  0.781

0

1

2

3

4

5

6

7

8

0.000 0.005 0.010 0.015 0.020 0.025 0.030

Pressure  (ba

r)  

1 / V

2207

pL [bar] =  26.876

0.0000

0.0005

0.0010

0.0015

0.0020

0.0025

0.0030

0.0035

0.00400 5 10 15 20 25 30

1 / V  

Pressure   [bar]

VL [cm3] =

Appendix One - Page 4

Volume Pressure Volume r/r0 Pressure Volume r/r0 Pressure 1 / V[cm3] 15 sec 30 sec [bar] [cm3] [%] [bar] [cm3] [%] [cm3] [bar] [bar]

2 0.16 0.16 0.86 2 0.00 0.86 2 0.00 2 0.00 0.86 0.5376440 0.21 0.21 0.87 39.8 1.01 0.87 39.8 1.01 39.8 0.00 0.87 0.0251280 0.34 0.30 0.96 79.7 2.01 0.92 79.7 2.01 79.7 0.04 0.92 0.01254120 0.48 0.36 1.07 119.6 2.99 0.95 119.7 3.00 119.7 0.12 0.95 0.00836160 0.68 0.50 1.24 159.4 3.97 1.06 159.6 3.98 159.6 0.18 1.06 0.00627200 1.03 0.88 1.56 199.1 4.94 1.41 199.2 4.94 199.2 0.15 1.41 0.00502240 1.61 1.35 2.12 238.6 5.89 1.86 238.8 5.89 238.8 0.26 1.86 0.00419280 3.14 2.65 3.63 277.3 6.81 3.14 277.7 6.82 277.7 0.49 3.14 0.00360320 5.14 4.68 5.61 315.5 7.72 5.15 315.9 7.73 315.9 0.46 5.15 0.00317360 7.32 6.85 7.78 353.6 8.61 7.31 354.0 8.62 354.0 0.47 7.31 0.00282400 9.56 9.15 10.00 391.6 9.50 9.59 392.0 9.51 392.0 0.41 9.59 0.00255440 11.68 11.22 12.11 429.8 10.38 11.65 430.2 10.39 430.2 0.46 11.65 0.00232430 7.35 7.35 7.78 423.6 10.24 7.78 423.6 10.24 7.78 0.00236420 5.25 5.26 5.68 415.4 10.05 5.69 415.4 10.05 5.69 0.00241410 3.77 3.82 4.21 406.7 9.85 4.26 406.7 9.85 4.26 0.00246420 6.69 6.60 7.12 414.1 10.02 7.03 414.2 10.02 7.03 0.00241430 8.88 8.74 9.31 422.2 10.21 9.17 422.4 10.21 9.17 0.00237440 10.69 10.50 11.12 430.6 10.40 10.93 430.8 10.41 10.93 0.00232480 13.54 13.28 13.96 468.2 11.26 13.70 468.4 11.27 468.4 0.26 13.70 0.00214520 15.34 15.06 15.75 506.6 12.14 15.47 506.8 12.14 506.8 0.28 15.47 0.00197560 17.00 16.69 17.40 545.1 13.01 17.09 545.4 13.01 545.4 0.31 17.09 0.00183550 11.74 11.74 12.14 539.7 12.88 12.14 539.7 12.88 12.14 0.00185540 8.85 8.88 9.25 532.3 12.72 9.28 532.2 12.72 9.28 0.00188530 6.88 6.93 7.28 524.0 12.53 7.33 523.9 12.53 7.33 0.00191540 10.74 10.66 11.14 530.6 12.68 11.06 530.7 12.68 11.06 0.00188550 13.65 13.56 14.05 538.1 12.85 13.96 538.1 12.85 13.96 0.00186560 15.70 15.55 16.10 546.3 13.03 15.95 546.4 13.03 15.95 0.00183600 18.30 18.01 18.69 584.0 13.88 18.40 584.2 13.88 584.2 0.29 18.40 0.00171640 19.65 19.35 20.04 622.8 14.74 19.74 623.1 14.75 623.1 0.30 19.74 0.00160680 20.87 20.56 21.25 661.7 15.60 20.94 662.0 15.60 662.0 0.31 20.94 0.00151670 14.89 14.91 15.27 657.0 15.49 15.29 657.0 15.49 15.29 0.00152660 11.73 11.76 12.11 649.7 15.33 12.14 649.7 15.33 12.14 0.00154650 9.45 9.50 9.84 641.7 15.16 9.89 641.7 15.16 9.89 0.00156660 14.04 13.97 14.42 647.7 15.29 14.35 647.8 15.29 14.35 0.00154670 17.26 17.16 17.64 654.9 15.45 17.54 655.0 15.45 17.54 0.00153680 19.33 19.18 19.71 663.1 15.63 19.56 663.2 15.63 19.56 0.00151720 21.70 21.44 22.08 701.0 16.46 21.82 701.2 16.46 701.2 0.26 21.82 0.00143760 22.85 22.53 23.23 740.0 17.31 22.91 740.3 17.31 740.3 0.32 22.91 0.00135800 23.84 23.51 24.22 779.1 18.15 23.89 779.4 18.16 779.4 0.33 23.89 0.00128840 24.73 24.40 25.11 818.4 18.99 24.78 818.6 19.00 818.6 0.33 24.78 0.00122880 25.56 25.21 25.93 857.6 19.83 25.58 857.9 19.83 857.9 0.35 25.58 0.00117920 26.29 25.93 26.66 897.0 20.66 26.30 897.3 20.67 897.3 0.36 26.30 0.00111960 26.98 26.59 27.35 936.4 21.49 26.96 936.7 21.49 936.7 0.39 26.96 0.00107

1000 27.54 27.17 27.91 975.9 22.31 27.54 976.2 22.32 976.2 0.37 27.54 0.001021040 28.03 27.68 28.40 1015.5 23.13 28.05 1015.8 23.14 1015.8 0.35 28.05 0.000981080 28.51 28.18 28.87 1055.1 23.94 28.54 1055.3 23.95 1055.3 0.33 28.54 0.000951120 28.95 28.61 29.31 1094.7 24.75 28.97 1095.0 24.76 1095.0 0.34 28.97 0.00091

volume radialstrain

[cm3] [%]

Volume-controlled test as per ASTM D4719 B 347 Time elapsed from hole drilling to testingMethod B Calibration Record No.: 1 ~ 5 minutesVolume increments: 40 cm³ Tubing Length: 140 [ft] Engineer:Maximum Volume: 1400 cm³ Probe Lenght: 0.46 [m] Operator:Maximum Pressure: 100 bar Probe Initial Volume: 1968 cm³

EReload 2 1628 [bar]

EUnload 3 3791 [bar] 642

[19.1 - 20.6%]

EPMT / p*L

EUnload 1

EReload 1

15.2

[bar]

1994

354 8.6

9.5

0.96

EReload 3 1730 [bar]

EUnload 2 3026 [bar] 524 12.5

33.72

9.59

Corrected Test dataField Test Data (uncorrected)

34.68

November 5, 2018PMT TEST No.: 2

Test Date:

Auxiliary Data

30 sec

Pressuremeter Equipment: TEXAM Model Drilling Bit: Probe Designation : NX Probe (76 mm OD)

p 30-15Volume

Creep

Pressure [bar]

15-second readings 30-second readings

Drilling Method:

[bar]

[bar]

[bar]

119.7

392

407

strain

Pressuremeter test results [corrected data] pressure vs radial strain

Interpreted PMT Test Results

[30-second readings]

374

11.1

3.0

pL

p*L

pY

EPMT

IDG 180484In-Depth Geotechnical Project No.: Borehole No.:

Determination of total contact pressure p0 Determination of Limit Pressure pL

Client: Golder Associates

290-302 Georgian Drive, Barrie, OntarioDrag Bit

Drilling Company:

Project:

Pressure difference from 15 to 30 sec. readings p [15-30 sec]

Mud Rotary Drilling

BH 18-3-PMTIn-Depth Geotechnical Inc.

8.99(center of the probe)

Gabriel Sedran, P.Eng., Ph.D. Test Depth [m]:Scott Hall

Probe No.:

range[%]

9.8

[bar]

[bar]

[bar]

p0

1387

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 200 400 600 800 1000 1200 1400

Creep Pressure  [ba

r]

Volume [cm3]

0

5

10

15

20

25

30

35

40

0 5 10 15 20 25 30 35 40

Corrected Pressure  [ba

r]

Radial Strain [%]

15‐second readings

30‐second readings

E PMT

E Unload/Reload 1

E Unload /Reload 2

E Unload/Reload 3

p0 [bar] =  0.965

0

2

4

6

8

10

12

0.000 0.005 0.010 0.015 0.020 0.025 0.030

Pressure  (ba

r)  

1 / V

2207

pL [bar] =  34.683

0.0000

0.0005

0.0010

0.0015

0.0020

0.0025

0.0030

0.0035

0.00400 5 10 15 20 25 30 35 40

1 / V  

Pressure   [bar]

VL [cm3] =

Appendix One - Page 5

Volume Pressure Volume r/r0 Pressure Volume r/r0 Pressure 1 / V[cm3] 15 sec 30 sec [bar] [cm3] [%] [bar] [cm3] [%] [cm3] [bar] [bar]

2 0.15 0.15 1.29 2 0.00 1.29 2 0.00 2 0.00 1.29 0.5351240 0.38 0.32 1.49 39.7 1.00 1.43 39.7 1.00 39.7 0.06 1.43 0.0251880 0.54 0.45 1.61 79.5 2.00 1.52 79.6 2.00 79.6 0.09 1.52 0.01256120 0.62 0.52 1.65 119.5 2.99 1.55 119.5 2.99 119.5 0.10 1.55 0.00837160 0.68 0.58 1.68 159.4 3.97 1.58 159.5 3.97 159.5 0.10 1.58 0.00627200 0.76 0.67 1.74 199.3 4.94 1.65 199.4 4.94 199.4 0.09 1.65 0.00501240 0.89 0.79 1.85 239.2 5.90 1.75 239.3 5.91 239.3 0.10 1.75 0.00418280 1.06 0.96 2.00 279.1 6.86 1.90 279.2 6.86 279.2 0.10 1.90 0.00358320 1.30 1.20 2.22 318.9 7.80 2.12 318.9 7.80 318.9 0.10 2.12 0.00314360 1.71 1.57 2.61 358.5 8.73 2.47 358.6 8.73 358.6 0.14 2.47 0.00279400 2.36 2.20 3.25 397.9 9.65 3.09 398.1 9.65 398.1 0.16 3.09 0.00251440 4.59 4.38 5.46 436.0 10.52 5.25 436.2 10.53 436.2 0.21 5.25 0.00229480 9.22 8.78 10.08 471.9 11.35 9.64 472.3 11.36 472.3 0.44 9.64 0.00212520 12.45 11.88 13.30 509.1 12.19 12.73 509.6 12.20 509.6 0.57 12.73 0.00196510 8.20 8.04 9.05 502.8 12.05 8.89 503.0 12.05 8.89 0.00199500 5.73 5.12 6.59 495.0 11.87 5.98 495.5 11.89 5.98 0.00202490 4.20 4.20 5.06 486.3 11.68 5.06 486.3 11.68 5.06 0.00206500 6.87 6.36 7.73 494.0 11.85 7.22 494.4 11.86 7.22 0.00202510 8.61 8.22 9.46 502.5 12.04 9.07 502.8 12.05 9.07 0.00199520 10.28 9.92 11.13 511.0 12.24 10.77 511.3 12.24 10.77 0.00196560 14.08 13.58 14.92 547.7 13.06 14.42 548.1 13.07 548.1 0.50 14.42 0.00182600 16.14 15.50 16.98 585.9 13.92 16.34 586.4 13.93 586.4 0.64 16.34 0.00171640 17.29 16.70 18.12 624.9 14.79 17.53 625.4 14.80 625.4 0.59 17.53 0.00160630 12.12 12.03 12.95 619.4 14.66 12.86 619.5 14.67 12.86 0.00161620 9.49 9.51 10.32 611.7 14.49 10.34 611.7 14.49 10.34 0.00163610 7.57 7.45 8.41 603.4 14.31 8.29 603.5 14.31 8.29 0.00166620 10.81 10.60 11.64 610.5 14.47 11.43 610.7 14.47 11.43 0.00164630 13.12 12.88 13.95 618.5 14.64 13.71 618.7 14.65 13.71 0.00162640 14.94 14.57 15.77 626.9 14.83 15.40 627.2 14.84 15.40 0.00159680 18.42 17.90 19.25 663.9 15.65 18.73 664.3 15.66 664.3 0.52 18.73 0.00151720 20.04 19.45 20.87 702.5 16.49 20.28 703.0 16.50 703.0 0.59 20.28 0.00142760 21.28 20.58 22.11 741.4 17.34 21.41 742.0 17.35 742.0 0.70 21.41 0.00135750 16.00 15.94 16.83 736.0 17.22 16.77 736.1 17.22 16.77 0.00136740 13.64 13.08 14.47 728.1 17.05 13.91 728.6 17.06 13.91 0.00137730 10.68 10.77 11.51 720.7 16.89 11.60 720.6 16.88 11.60 0.00139740 14.68 14.48 15.51 727.2 17.03 15.31 727.3 17.03 15.31 0.00137750 17.26 17.02 18.09 734.9 17.20 17.85 735.1 17.20 17.85 0.00136760 19.08 18.72 19.91 743.3 17.38 19.55 743.6 17.38 19.55 0.00134800 21.90 21.39 22.73 780.8 18.19 22.22 781.3 18.20 781.3 0.51 22.22 0.00128840 23.02 22.52 23.84 819.9 19.02 23.34 820.3 19.03 820.3 0.50 23.34 0.00122880 24.05 23.50 24.87 859.0 19.86 24.32 859.4 19.87 859.4 0.55 24.32 0.00116920 24.91 24.40 25.73 898.2 20.68 25.22 898.6 20.69 898.6 0.51 25.22 0.00111960 25.66 25.18 26.48 937.5 21.51 26.00 938.0 21.52 938.0 0.48 26.00 0.00107

1000 26.30 25.88 27.12 977.0 22.33 26.70 977.4 22.34 977.4 0.42 26.70 0.001021040 26.96 26.50 27.77 1016.4 23.15 27.31 1016.8 23.16 1016.8 0.46 27.31 0.000981080 27.59 27.08 28.40 1055.9 23.96 27.89 1056.3 23.97 1056.3 0.51 27.89 0.000951120 28.14 27.59 28.95 1095.4 24.77 28.40 1095.9 24.78 1095.9 0.55 28.40 0.000911160 28.68 28.09 29.49 1134.9 25.57 28.90 1135.4 25.58 1135.4 0.59 28.90 0.000881200 29.17 28.56 29.98 1174.5 26.37 29.37 1175.0 26.38 1175.0 0.61 29.37 0.00085

volume radialstrain

[cm3] [%]

Volume-controlled test as per ASTM D4719 B 347 Time elapsed from hole drilling to testingMethod B Calibration Record No.: 1 ~ 5 minutesVolume increments: 40 cm³ Tubing Length: 140 [ft] Engineer:Maximum Volume: 1400 cm³ Probe Lenght: 0.46 [m] Operator:Maximum Pressure: 100 bar Probe Initial Volume: 1968 cm³

Probe No.:

range[%]

11.7

[bar]

[bar]

[bar]

p0

1130

IDG 180484In-Depth Geotechnical Project No.: Borehole No.:

Determination of total contact pressure p0 Determination of Limit Pressure pL

Client: Golder Associates

290-302 Georgian Drive, Barrie, OntarioDrag Bit

Drilling Company:

Project:

Pressure difference from 15 to 30 sec. readings p [15-30 sec]

Mud Rotary Drilling

BH 18-3-PMTIn-Depth Geotechnical Inc.

13.54(center of the probe)

Gabriel Sedran, P.Eng., Ph.D. Test Depth [m]:Scott Hall

[bar]

[bar]

[bar]

159.5

472

486

strain

Pressuremeter test results [corrected data] pressure vs radial strain

Interpreted PMT Test Results

[30-second readings]

782

23.0

4.0

pL

p*L

pY

EPMT

33.99

9.64

Corrected Test dataField Test Data (uncorrected)

35.60

November 6, 2018PMT TEST No.: 3

Test Date:

Auxiliary Data

30 sec

Pressuremeter Equipment: TEXAM Model Drilling Bit: Probe Designation : NX Probe (76 mm OD)

p 30-15Volume

Creep

Pressure [bar]

15-second readings 30-second readings

Drilling Method:

[bar]

2162

436 10.5

11.4

1.61

EReload 3 1437 [bar]

EUnload 2 2899 [bar] 603 14.3

EReload 2 1344 [bar]

EUnload 3 3289 [bar] 721

[19.1 - 20.6%]

EPMT / p*L

EUnload 1

EReload 1

16.9 0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 200 400 600 800 1000 1200 1400

Creep Pressure  [ba

r]

Volume [cm3]

0

5

10

15

20

25

30

35

40

0 5 10 15 20 25 30 35 40

Corrected Pressure  [ba

r]

Radial Strain [%]

15‐second readings

30‐second readings

E PMT

E Unload/Reload 1

E Unload /Reload 2

E Unload/Reload 3

p0 [bar] =  1.605

0

2

4

6

8

10

12

0.000 0.005 0.010 0.015 0.020 0.025 0.030

Pressure  (ba

r)  

1 / V

2287

pL [bar] =  35.597

0.0000

0.0005

0.0010

0.0015

0.0020

0.0025

0.0030

0.0035

0.00400 5 10 15 20 25 30 35 40

1 / V  

Pressure   [bar]

VL [cm3] =

Appendix One - Page 6

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

 

Appendix Two

Pressuremeter Data Interpretation

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

Appendix Two ‐ Page 1   

Interpretation of Pressuremeter Test Results

Prebored pressuremeter test results are expressed in terms of applied pressure versus radial strain. Both pressure and strain measurements must be corrected for pressure and volume loses using the corresponding probe and system calibration curves.

The typical pressure versus radial strain curve features up to four distinctive portions which characterize the stress-strain behaviour of the soil, namely:

a) The linear pseudo-elastic stress-strain portion of the deformation curve; b) The departure from linear elastic conditions starting at the yield pressure py; c) The unload-reload portion of the test (usually two cycles are performed); and d) The development of soil failure, which is represented by the net limit pressure p*

L.

Based on these test features the following soil parameters are determined or estimated:

1. Total Horizontal Stress ho or po:

When using the prebored TEXAM unit, the initial contact pressure is taken as the pressure at the intersection of the two lines representing the pseudo elastic and the initial expansion portions of the pressure vs. 1/V plot, as shown in the PMT data sheets, in Appendix One. In the context of

this report, ho is also equivalent to the total contact pressure p0.

2. Pressuremeter modulus EPMT:

The pressuremeter modulus is represented by the slope of the pressure versus radial strain curve along its linear portion, and may be calculated as follows:

where the sub-indices 1 and 2 indicate the beginning and the end of the linear portion of the curve, respectively. These two points are shown in pressuremeter curves with two red oversized circles. For the self-boring probe, the linear portion of the stress-strain response occurs between the very first data point (zero volume increase) and the subsequent two or three data points.

In this determination a value of the Poisson’s ratio, typically = 0.33 for most soils, must be assumed. For saturated clays a value of = 0.45 is suggested.

EPMT =  

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

Appendix Two ‐ Page 2   

The Pressuremeter modulus EPMT corresponds to large strains, namely for radial strains in the 2 to 5 % range, and it is therefore considered to be a relatively low value of the elastic modulus.

In practice, the Young’s modulus E can be inferred from Pressuremeter testing using the Menard factor:

E = EPMT /

Typical values of the Menard factor are suggested in the following Table:

(from ‘The Pressuremeter’, J.L. Briaud. Balkema, 1992)

Alternatively, better-defined values of the Menard α parameter can be obtained from the Pressiorama chart introduced by Baud et.al., as illustrated below.

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

Appendix Two ‐ Page 3   

Baud J.P., and Gambin M. 2013. “Détermination du coefficient rhéologique α de Ménard dans le diagramme Pressiorama”. Proceedings of the 18th International Conference on Soil Mechanics and Geotechnical Engineering. Paris, 2013, Parallel Session ISP 6, International Symposium on the Pressuremeter.

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

Appendix Two ‐ Page 4   

3. Yield Pressure py:

The yield pressure indicates the end of the linear pseudo-elastic deformations and the onset of plasticity. This yield pressure is useful in indicating beyond which pressure significant creep deformations may occur.

4. Unload-Reload Modulus ER:

The reload modulus is represented by the slope of the unload-reload loop, and may be used to determine elastic soil deformations upon unloading conditions such as those typically encountered during excavations.

5. Net Limit Pressure p*L:

The net limit pressure is a measure of the strength of the soil (either under undrained conditions for cohesive soils, or drained conditions for non-cohesive soils). This parameter is defined as the pressure reached when the soil cavity has been extended to twice its original soil cavity volume Vc (minus the initial total contact pressure po).

The limit pressure is not always attained during testing. In such cases, the value of pL is inferred by plotting pressure versus 1/V for the plastic phase of the deformations. This method of inferring pL , known as the “upside down curve” method, is described in “The Pressuremeter and Foundation Engineering” textbook, by F. Baguelin, J.F.Jezequel, and D.H. Shields, published in 1978 by Trans Tech Publications, Section: Methods of extrapolating pressuremeter curves to pL. See also ASTM D4719-00, Section 10.6.

It should be noted that radial strains are calculated from the volume of fluid (typically tap water) injected into the probe. In this regard, the radial strains shown in the results are related to the probe expansion, not the cavity’s expansion. The cavity initial volume, Vc, is calculate by adding the probe initial volume, V0, plus the volume of water injected into the probe at the initial contact pressure p0. For the self-boring PMT probe,

6. Some Additional Parameters

In addition, two useful ratios, (EPMT / p*L) and (p*

L / py), may be used as a general guideline for soil identification, as follows:

for sands 7 < EPMT / p*L < 12

for clays 12 < EPMT / p*L

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

Appendix Two ‐ Page 5   

Also, as presented in the Canadian Foundation Engineering Manual (4th Edition, 2006)

For most soil types the ratio between the limit and the yield pressures may be expressed as:

1.3 < (p*L / py) < 2.0

Also as a general guideline, clayey and sandy soils may have the following parameters:

(from ‘The Pressuremeter’, J.L. Briaud. Balkema, 1992)

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

Appendix Two ‐ Page 6   

Inferred Shear Strength Parameters

The undrained shear strength of cohesive soils may be estimated as:

where pa represents a reference pressure (i.e., atmospheric pressure = 100 kPa), after J.L. Briaud (‘The Pressuremeter’, Balkema, 1992).

The drained friction angle of cohesionless soils (c’ = 0) may be estimated using the empirical correlations illustrated in the graph shown below. This approach is outlined by Baguelin et.al. in “The Pressuremeter and Foundation Engineering” (F. Baguelin; J.F. Jézéquel; and D.H. Shields. TransTech Publications. 1978), and it requires some knowledge on the state or conditions of the cohesionless material. This approach only provides a likely range of friction angles from interpreted limit pressure values.

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

Appendix Two ‐ Page 7   

Conservative estimates (lower-bound estimates) of strength parameters can also be inferred from the following table:

(From ‘The Pressuremeter’, J.L. Briaud. Balkema, 1992)

In-Situ Pressuremeter Testing 290-302 Georgian Drive, Barrie, Ontario Project No. IDG 180484  

 

Appendix Three

Calibration Data

Calibration Record No.: 1140 feetS.H.

Pressure Volume[bar] cm³

0.22 0

0.32 100

0.39 200

0.44 300

0.48 400

0.51 500

0.53 600

0.54 700

0.54 800

0.55 900

0.55 1000

0.56 1100

0.56 1200

0.57 1300

0.57 1400

0.58 1500

0.58 1600

.

Pressure Volume[bar] cm³

0 0.0

5 211.2

10 232.9

15 242.6

20 249.6

25 255.3

30 260.4

35 265.2

40 269.5

45 273.6

50 277.4

60 284.8

25 258.8

50 177.8

Membrane stiffness calibration

Volume calibration

Reload Cal. Data

Calibration Date: November 1, 2018Probe Designation: B 347

Length of Tubing:Calibrated by:

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0 200 400 600 800 1000 1200 1400 1600

Pressure  [ba

r]

Volume [cm3]

Membrane Stiffness (Air Calibration)

0

10

20

30

40

50

60

70

0 200 400 600 800 1000 1200 1400 1600

Pressure  [ba

r]

Volume [cm3]

System Stiffness  (Compliance Calibration)

March 27, 2019 18108181

APPENDIX F

Groundwater Test Results Single Well Response Test Results

Parameter Qty

Site

Analyzed

Lab

Method

Reference

Method

Analyst

Initials

Date

Analyzed

Georgian Drive28-Nov-18DATE REPORTED:

Caduceon Environmental Laboratories

705-252-5746

112 Commerce Park Drive Barrie ON L4N 8W8

705-252-5743Tel:Fax:

JOB/PROJECT NO.:

Final ReportREPORT No. B18-35948

Golder Associates Ltd.

121 Commerce Park Drive, Unit L, Barrie ON. L4N 8X1 Canada

Report To:

Attention: David Dillon

21-Nov-18DATE RECEIVED:

18108181P.O. NUMBER:WATERWORKS NO.

GroundwaterSAMPLE MATRIX:

C.O.C.: G75293

CERTIFICATE OF ANALYSIS

Cyanide 1 Kingston A-CN-001 (k) SM 4500CNUS 22-Nov-18Anions 1 Holly Lane A-IC-01 (o) SM4110CVSC 22-Nov-18pH 1 Richmond Hill A-pH-01 (rh) SM 4500ABL 26-Nov-18Sulphide 1 Kingston A-S2 SM4500-S2TK 22-Nov-18A - Wet Chem 1 Kingston A-TPTKN-001 (N)(k) E3199A.1CMD 22-Nov-18A - Wet Chem 1 Kingston A-TPTKN-001 (P)(k) E3199A.1CMD 22-Nov-18Total Suspended Solids 1 Richmond Hill A-TSS-01 (rh) 2540-DABL 22-Nov-18BOD 1 Kingston C-BOD-001 (k) SM 5210BJWF 22-Nov-18COD 1 Holly Lane C-COD-01 (o) SM 5220DJMC 23-Nov-18SVOC 1 Kingston C-NAB-W-001 (k) EPA 8270sge 26-Nov-18Oil & Grease 1 Kingston C-O&G-001 (k) SM 5520BCH 23-Nov-18Phenolics (4-aap) 1 Kingston C-PHEN-01 (k) MOEE 3179TMY 22-Nov-18VOC's 1 Richmond Hill C-VOC-02 (rh) EPA 8260FAL 22-Nov-18Mercury 1 Holly Lane D-HG-02 (o) SM 3112 BPBK 26-Nov-18Metals - ICP-OES 1 Holly Lane D-ICP-01 (o) SM 3120TPR 23-Nov-18Metals-ICP-MS 1 Holly Lane D-ICPMS Dissolved 7800 EPA 200.8TPR 28-Nov-18Metals - ICP-MS 1 Holly Lane D-ICPMS-01 (o) EPA 200.8TPR 26-Nov-18

Page 1 of 5.

Christine Burke Lab Manager

R.L. = Reporting Limit

The analytical results reported herein refer to the samples as received. Reproduction of this analytical report in full or in part is prohibited without prior consent from Caduceon Environmental Laboratories.

Barrie Sanitary - Barrie Sanitary & Combined and StormBarrie-Sanitary/Combined - Sanitary/Combined Sewer GuidelinesBarrie-Storm Sewer - Storm Sewer Guidelines

Site Analyzed=K-Kingston,W-Windsor,O-Ottawa,R-Richmond Hill,B-BarrieTest methods are modified from specified reference method unless indicated by an *

Georgian Drive

28-Nov-18DATE REPORTED:

Caduceon Environmental Laboratories

705-252-5746

112 Commerce Park Drive Barrie ON L4N 8W8

705-252-5743Tel:Fax:

JOB/PROJECT NO.:

Final ReportREPORT No. B18-35948

Golder Associates Ltd.

121 Commerce Park Drive, Unit L, Barrie ON. L4N 8X1 Canada

Report To:

Attention: David Dillon

21-Nov-18DATE RECEIVED:

18108181P.O. NUMBER:WATERWORKS NO.GroundwaterSAMPLE MATRIX:

C.O.C.: G75293

CERTIFICATE OF ANALYSIS

Parameter Units R.L.

BH 18-4Client I.D.

B18-35948-1Sample I.D.

21-Nov-18Date Collected

Barrie Sanitary

Barrie-

Sanitary/Co

mbined

Barrie-

Storm

Sewer

pH @25°CpH @25°C 8.03 9.5 9.5pH UnitsBOD(5 day)BOD(5 day) 5 300 15mg/L 3CODCOD < 5 600mg/L 5Total Kjeldahl NitrogenTotal Kjeldahl Nitrogen 0.2 100mg/L 0.1Total Suspended SolidsTotal Suspended Solids 98 350 15mg/L 2Oil and Grease-MineralOil and Grease-Mineral < 1.0 15mg/L 1.0Oil and Grease-Anim/Veg.Oil and Grease-Anim/Veg. < 1.0 150mg/L 1.0Phosphorus-TotalPhosphorus-Total 0.02 10mg/L 0.01Cyanide (Total)Cyanide (Total) < 0.005 1.2mg/L 0.005ChlorideChloride 12.1 1500mg/L 0.5FluorideFluoride < 0.1 10mg/L 0.1SulphateSulphate 16 1500mg/L 1Aluminum (total)Aluminum (total) 0.07 50mg/L 0.01AntimonyAntimony 0.0009 5.0mg/L 0.0001ArsenicArsenic 0.0014 1.0mg/L 0.0001BariumBarium 0.107 5.0mg/L 0.001BenzeneBenzene < 0.0005 0.01mg/L 0.0005BismuthBismuth < 0.02 5.0mg/L 0.02CadmiumCadmium < 0.000015 0.7 0.001mg/L 0.000015ChromiumChromium 0.002 2.0 0.08mg/L 0.002CobaltCobalt < 0.005 5.0mg/L 0.005CopperCopper < 0.002 2.0 0.01mg/L 0.002Dichlorobenzene,1,2-Dichlorobenzene,1,2- < 0.0005 0.05mg/L 0.0005Dichlorobenzene,1,4-Dichlorobenzene,1,4- < 0.0005 0.08mg/L 0.0005

Page 2 of 5.

Christine Burke Lab Manager

R.L. = Reporting Limit

The analytical results reported herein refer to the samples as received. Reproduction of this analytical report in full or in part is prohibited without prior consent from Caduceon Environmental Laboratories.

Barrie Sanitary - Barrie Sanitary & Combined and StormBarrie-Sanitary/Combined - Sanitary/Combined Sewer GuidelinesBarrie-Storm Sewer - Storm Sewer Guidelines

Site Analyzed=K-Kingston,W-Windsor,O-Ottawa,R-Richmond Hill,B-BarrieTest methods are modified from specified reference method unless indicated by an *

Georgian Drive

28-Nov-18DATE REPORTED:

Caduceon Environmental Laboratories

705-252-5746

112 Commerce Park Drive Barrie ON L4N 8W8

705-252-5743Tel:Fax:

JOB/PROJECT NO.:

Final ReportREPORT No. B18-35948

Golder Associates Ltd.

121 Commerce Park Drive, Unit L, Barrie ON. L4N 8X1 Canada

Report To:

Attention: David Dillon

21-Nov-18DATE RECEIVED:

18108181P.O. NUMBER:WATERWORKS NO.GroundwaterSAMPLE MATRIX:

C.O.C.: G75293

CERTIFICATE OF ANALYSIS

Parameter Units R.L.

BH 18-4Client I.D.

B18-35948-1Sample I.D.

21-Nov-18Date Collected

Barrie Sanitary

Barrie-

Sanitary/Co

mbined

Barrie-

Storm

Sewer

EthylbenzeneEthylbenzene < 0.0005 0.06mg/L 0.0005GoldGold < 0.0007 5.0mg/L 0.0007HexachlorobenzeneHexachlorobenzene < 0.0001 0.0001mg/L 0.0001IronIron 0.161 50mg/L 0.005LeadLead < 0.02 0.7 0.05mg/L 0.02Manganese (Total)Manganese (Total) 0.065 5.0mg/L 0.001MercuryMercury < 0.00002 0.01mg/L 0.00002Dichloromethane (Methylene Chloride)

Dichloromethane (Methylene Chloride)

< 0.002 0.09mg/L 0.002

MolybdenumMolybdenum < 0.01 5.0mg/L 0.01NickelNickel < 0.01 2.0 0.05mg/L 0.01Total PAHTotal PAH < 0.0001 0.005mg/L 0.0001AcenaphtheneAcenaphthene < 0.05µg/L 0.05AcenaphthyleneAcenaphthylene < 0.05µg/L 0.05AnthraceneAnthracene < 0.05µg/L 0.05Benzo(a)anthraceneBenzo(a)anthracene < 0.05µg/L 0.05Benzo(a)pyreneBenzo(a)pyrene < 0.01µg/L 0.01Benzo(b+k)fluorantheneBenzo(b+k)fluoranthene < 0.1µg/L 0.1Benzo(g,h,i)peryleneBenzo(g,h,i)perylene < 0.05µg/L 0.05Dibenzo(a,h)anthraceneDibenzo(a,h)anthracene < 0.05µg/L 0.05ChryseneChrysene < 0.05µg/L 0.05FluorantheneFluoranthene < 0.05µg/L 0.05FluoreneFluorene < 0.05µg/L 0.05Indeno(1,2,3,-cd)pyreneIndeno(1,2,3,-cd)pyrene < 0.05µg/L 0.05

Page 3 of 5.

Christine Burke Lab Manager

R.L. = Reporting Limit

The analytical results reported herein refer to the samples as received. Reproduction of this analytical report in full or in part is prohibited without prior consent from Caduceon Environmental Laboratories.

Barrie Sanitary - Barrie Sanitary & Combined and StormBarrie-Sanitary/Combined - Sanitary/Combined Sewer GuidelinesBarrie-Storm Sewer - Storm Sewer Guidelines

Site Analyzed=K-Kingston,W-Windsor,O-Ottawa,R-Richmond Hill,B-BarrieTest methods are modified from specified reference method unless indicated by an *

Georgian Drive

28-Nov-18DATE REPORTED:

Caduceon Environmental Laboratories

705-252-5746

112 Commerce Park Drive Barrie ON L4N 8W8

705-252-5743Tel:Fax:

JOB/PROJECT NO.:

Final ReportREPORT No. B18-35948

Golder Associates Ltd.

121 Commerce Park Drive, Unit L, Barrie ON. L4N 8X1 Canada

Report To:

Attention: David Dillon

21-Nov-18DATE RECEIVED:

18108181P.O. NUMBER:WATERWORKS NO.GroundwaterSAMPLE MATRIX:

C.O.C.: G75293

CERTIFICATE OF ANALYSIS

Parameter Units R.L.

BH 18-4Client I.D.

B18-35948-1Sample I.D.

21-Nov-18Date Collected

Barrie Sanitary

Barrie-

Sanitary/Co

mbined

Barrie-

Storm

Sewer

Methylnaphthalene,1-Methylnaphthalene,1- < 0.05µg/L 0.05Methylnaphthalene,2-Methylnaphthalene,2- < 0.05µg/L 0.05NaphthaleneNaphthalene < 0.05µg/L 0.05PhenanthrenePhenanthrene < 0.05µg/L 0.05PyrenePyrene < 0.05µg/L 0.05PhenolicsPhenolics 0.004 0.1mg/L 0.002PlatinumPlatinum < 0.008 5.0µg/L 0.008RhodiumRhodium < 0.00002 5.0mg/L 0.00002SeleniumSelenium < 0.001 1.0mg/L 0.001SilverSilver < 0.005 0.4mg/L 0.005SulphideSulphide < 0.01 1.0mg/L 0.01Tetrachloroethane,1,1,2,2-

Tetrachloroethane,1,1,2,2-

< 0.0005 0.06mg/L 0.0005

TetrachloroethyleneTetrachloroethylene < 0.0005 0.06mg/L 0.0005TolueneToluene < 0.0005 0.02mg/L 0.0005TrichloroethyleneTrichloroethylene < 0.0005 0.05mg/L 0.0005Xylene, m,p,o-Xylene, m,p,o- < 0.0011 0.3mg/L 0.0011TinTin < 0.05 5.0mg/L 0.05VanadiumVanadium < 0.005 5.0mg/L 0.005ZincZinc 0.012 2.0 0.04mg/L 0.005

Page 4 of 5.

Christine Burke Lab Manager

R.L. = Reporting Limit

The analytical results reported herein refer to the samples as received. Reproduction of this analytical report in full or in part is prohibited without prior consent from Caduceon Environmental Laboratories.

Barrie Sanitary - Barrie Sanitary & Combined and StormBarrie-Sanitary/Combined - Sanitary/Combined Sewer GuidelinesBarrie-Storm Sewer - Storm Sewer Guidelines

Site Analyzed=K-Kingston,W-Windsor,O-Ottawa,R-Richmond Hill,B-BarrieTest methods are modified from specified reference method unless indicated by an *

Georgian Drive

28-Nov-18DATE REPORTED:

Caduceon Environmental Laboratories

705-252-5746

112 Commerce Park Drive Barrie ON L4N 8W8

705-252-5743Tel:Fax:

JOB/PROJECT NO.:

Final ReportREPORT No. B18-35948

Golder Associates Ltd.

121 Commerce Park Drive, Unit L, Barrie ON. L4N 8X1 Canada

Report To:

Attention: David Dillon

21-Nov-18DATE RECEIVED:

18108181P.O. NUMBER:WATERWORKS NO.GroundwaterSAMPLE MATRIX:

C.O.C.: G75293

CERTIFICATE OF ANALYSIS

Summary of Exceedances

Storm Sewer Guidelines

FoundValue LimitBH 18-4

Total Suspended Solids (mg/L) 98 15

Page 5 of 5.

Christine Burke Lab Manager

R.L. = Reporting Limit

The analytical results reported herein refer to the samples as received. Reproduction of this analytical report in full or in part is prohibited without prior consent from Caduceon Environmental Laboratories.

Barrie Sanitary - Barrie Sanitary & Combined and StormBarrie-Sanitary/Combined - Sanitary/Combined Sewer GuidelinesBarrie-Storm Sewer - Storm Sewer Guidelines

Site Analyzed=K-Kingston,W-Windsor,O-Ottawa,R-Richmond Hill,B-BarrieTest methods are modified from specified reference method unless indicated by an *

0. 12. 24. 36. 48. 60.0.1

1.

Time (min)

Norm

aliz

ed

Head

(m/m

)

WELL TEST ANALYSIS

Data Set: C:\Users\DDillon\Desktop\Temp\Georgian 18-2.aqtDate: 12/20/18 Time: 13:33:51

PROJECT INFORMATION

Company: Golder AssociatesTest Well: BH18-2

AQUIFER DATA

Saturated Thickness: 10. m Anisotropy Ratio (Kz/Kr): 1.

WELL DATA (BH18-2)

Initial Displacement: 1. m Static Water Column Height: 1.25 mTotal Well Penetration Depth: 0.593 m Screen Length: 0.593 mCasing Radius: 0.025 m Well Radius: 0.1 m

Gravel Pack Porosity: 0.

SOLUTION

Aquifer Model: Unconfined Solution Method: Bouwer-Rice

K = 1.02E-8 m/sec y0 = 0.8764 m

0. 14. 28. 42. 56. 70.1.

10.

Time (min)

Dis

pla

cem

ent(m

)

WELL TEST ANALYSIS

Data Set: C:\Users\DDillon\Desktop\Temp\Georgian 18-4.aqtDate: 12/20/18 Time: 13:34:00

PROJECT INFORMATION

Company: Golder AssociatesTest Well: BH18-4

AQUIFER DATA

Saturated Thickness: 10. m Anisotropy Ratio (Kz/Kr): 1.

WELL DATA (BH18-4)

Initial Displacement: 3. m Static Water Column Height: 2.6 mTotal Well Penetration Depth: 2.6 m Screen Length: 1.5 mCasing Radius: 0.025 m Well Radius: 0.1 m

Gravel Pack Porosity: 0.

SOLUTION

Aquifer Model: Unconfined Solution Method: Bouwer-Rice

K = 2.755E-8 m/sec y0 = 2.375 m

March 27, 2019 18108181

APPENDIX G

Results of Chemical Testing

CLIENT NAME: GOLDER ASSOCIATES LTD#1, 215 SHIELDS COURTMARKHAM, ON L3R 8V2 (905) 475-5591

5835 COOPERS AVENUEMISSISSAUGA, ONTARIO

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

http://www.agatlabs.com

Amanjot Bhela, Inorganic SupervisorSOIL ANALYSIS REVIEWED BY:

DATE REPORTED:

PAGES (INCLUDING COVER): 5

Nov 21, 2018

VERSION*: 1

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

18T409331AGAT WORK ORDER:

ATTENTION TO: Rafael Abdulla

PROJECT: 18108181

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.

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-18-2 Sa3,4,5,6

BH-18-1 Sa3,4,5,6

BH-18-3 Sa3,4,5,6

BH-18-4 Sa3,4,5,6SAMPLE DESCRIPTION:

SoilSoilSoil SoilSAMPLE TYPE:2018-11-12 2018-11-12 2018-11-122018-11-12DATE SAMPLED:

9702767 9702773 9702774 9702775G / S RDLUnitParameter<0.05 <0.05 <0.05 <0.05Sulfide (S2-) 0.05%

11 24 34 8Chloride (2:1) 2µg/g7 20 28 6Sulphate (2:1) 2µg/g

8.48 8.52 8.85 9.13pH (2:1) NApH Units0.108 0.144 0.156 0.136Electrical Conductivity (2:1) 0.005mS/cm9260 6940 6410 7350Resistivity (2:1) 1ohm.cm175 188 168 168Redox Potential (2:1) 5mV

Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard9702767-9702775 EC/Resistivity, pH, Chloride, Sulphate and Redox Potential were determined on the extract obtained from the 2:1 leaching procedure (2 parts DI water: 1 part soil).

*Sulphide analyzed at AGAT 5623 McAdamPl note: Redox Potential is not an accredited parameter.

Analysis performed at AGAT Toronto (unless marked by *)

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

DATE RECEIVED: 2018-11-14

Certificate of Analysis

ATTENTION TO: Rafael Abdulla CLIENT NAME: GOLDER ASSOCIATES LTD

AGAT WORK ORDER: 18T409331

DATE REPORTED: 2018-11-21

PROJECT: 18108181

Corrosivity PackageSAMPLED BY:SAMPLING SITE:

5835 COOPERS AVENUEMISSISSAUGA, ONTARIO

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

http://www.agatlabs.com

CERTIFICATE OF ANALYSIS (V1)

Certified By:Page 2 of 5

Corrosivity PackageSulfide (S2-) 9702767 9702767 < 0.05 < 0.05 NA < 0.05 99% 80% 120%Chloride (2:1) 9702767 9702767 11 11 0.0% < 2 102% 80% 120% 99% 80% 120% 100% 70% 130%Sulphate (2:1) 9702767 9702767 7 6 NA < 2 96% 80% 120% 101% 80% 120% 99% 70% 130%pH (2:1) 9702767 9702767 8.48 8.54 0.7% NA 100% 90% 110% NA NAElectrical Conductivity (2:1)

9702767 9702767 0.108 0.106 1.9% < 0.005 92% 90% 110% NA NA

Redox Potential (2:1) 9702767 9702767 175 171 2.3% < 5 104% 70% 130% 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:

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

SAMPLING SITE: SAMPLED BY:

AGAT WORK ORDER: 18T409331

Dup #1 RPD MeasuredValue Recovery Recovery

Quality Assurance

ATTENTION TO: Rafael Abdulla CLIENT NAME: GOLDER ASSOCIATES LTDPROJECT: 18108181

Soil Analysis

UpperLower

AcceptableLimitsBatchPARAMETER Sample

Id Dup #2UpperLower

AcceptableLimits

UpperLower

AcceptableLimits

MATRIX SPIKEMETHOD BLANK SPIKEDUPLICATERPT Date: Nov 21, 2018 REFERENCE MATERIAL

MethodBlank

5835 COOPERS AVENUEMISSISSAUGA, ONTARIO

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

http://www.agatlabs.com

QUALITY ASSURANCE REPORT (V1) Page 3 of 5

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.

Soil AnalysisSulfide (S2-) MIN-200-12025 ASTM E1915-09 GRAVIMETRICChloride (2:1) INOR-93-6004 McKeague 4.12 & SM 4110 B ION CHROMATOGRAPHSulphate (2:1) INOR-93-6004 McKeague 4.12 & SM 4110 B ION CHROMATOGRAPHpH (2:1) INOR 93-6031 MSA part 3 & SM 4500-H+ B PH METERElectrical Conductivity (2:1) INOR-93-6036 McKeague 4.12, SM 2510 B EC METER

Resistivity (2:1) INOR-93-6036 McKeague 4.12, SM 2510 B,SSA #5 Part 3 CALCULATION

Redox Potential (2:1) McKeague 4.12 & SM 2580 B REDOX POTENTIAL ELECTRODE

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

SAMPLING SITE: SAMPLED BY:

AGAT WORK ORDER: 18T409331

Method Summary

ATTENTION TO: Rafael Abdulla CLIENT NAME: GOLDER ASSOCIATES LTDPROJECT: 18108181

AGAT S.O.P ANALYTICAL TECHNIQUELITERATURE REFERENCEPARAMETER

5835 COOPERS AVENUEMISSISSAUGA, ONTARIO

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

http://www.agatlabs.com

METHOD SUMMARY (V1) Page 4 of 5

Page 5 of 5

March 27, 2019 18108181

APPENDIX H

Slope Stability Data

March 27, 2019 18108181

APPENDIX I

Extract of Previous Investigation Report

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

Geospec Engineering Ltd. CONFIDENTIAL Project 13-1802 November 13, 2013

CONFIDENTIAL

GEOTECHNICAL INVESTIGAITON &

SLOPE STABILITY ASSESSMENT

290-302 GEORGIAN DRIVE

BARRIE

PREPARED FOR:

F & I Gateway Investments Inc.

23 Bonnington Place

Toronto, Ontario

M2N 4V2

Geospec Project N° 13-1802

November 13, 2013

Distribution 1– Client 1– Client (electronically)

BH 1ELEV: 260.15 m

BH 4ELEV: 265.85 m

BH 3ELEV: 266.40 m

BH 2ELEV: 263.75 m

BH 5ELEV: 264.50 m

GEORGIAN DRIVE

1

1 2

BH 1ELEV: 260.15 m

BH 4ELEV: 265.85 m

BH 3ELEV: 266.40 m

BH 2ELEV: 263.75 m

BH 5ELEV: 264.50 m

GEORGIAN DRIVE

12

GEORGIAN RESIDENCE -290-302 GEORGIAN DRIVE,BARRIE

PROJECT NAME

BOREHOLE PLAN

PROJECT NUMBER

13 - 1802

TITLE

DRAWN

K.G.

287 Tiffin Street, Unit 10

Barrie, Ontario, L4N 7R8

TEL: (705) 722-4638

FAX: (705) 722-4958

ENGINEERING LTD.

F & I GATEWAYINVESTMENTS INC.

CLIENT

ENCLOSURE

1

LEGEND

K.M.CHECKED

DATENovember 11 / 2012

SCALENTS

BOREHOLE LOCATION

STANPIPE LOCATION

NOTES

#### #REF! ### #REF! ###

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

PROJECT N°: 13 1802

BOREHOLE N°: 1

ENCLOSURE N°: 2

m BORING METHOD:

SAMPLING METHOD: Split Spoon

1 1

--- ##

6 6 9.5 9.5 0.45 ##

5 5 13.6 13.6 1.2 ##

9 9 14.7 14.7 1.98 ##

25 25 9.5 9.5 2.74 ##

20 20 14 14 3.5 ##

#N/A #N/A #N/A ##

27 27 9.5 9.5 5.03 ##

#N/A #N/A #N/A ##

33 33 11.7 11.7 6.55 ##

#N/A #N/A #N/A ##

47 47 9.9 9.9 8 ##

TRUE FALSE

0.0 #N/A TRUE Solid Stem Auger

3.0 10 257.102 FALSE Hollow Stem Auger

0.0 #N/A FALSE Wash Boring

16.8 55 243.386 FALSE Bi-Cone

0.0 #N/A FALSE Tri-Cone

0.0 #N/A

Continued ? FALSE TRUE Split Spoon

FALSE Shelby Tube

0.9 3 FALSE Auger Sample

FALSE Bi-Cone

30.5 100 229.67

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

Values for >80 Blows

BOREHOLE LOG

CLIENT: F & I Gateway Investments Inc. November 11, 2013

PROJECT: Georgian Residence - 290-302 Georgian

Drive, Barrie

GROUND ELEVATION: 260.15 Solid Stem Auger

BORING DATE: September 19, 2013

SOIL DESCRIPTION

(Unified Soil Classification System)

WATER

.

TOPSOIL (15cm) over N Value MC

SILT & SAND with trace to some gravelBrown, Moist, Loose to Compact

SILT with trace to some sandBrown, Moist to Wet, Very Stiff to Hard

Occasionally LayeredGrey

Depth Layer Boring Method

Gradation @ 9.6m¬ Silt 99%, Sand 1%

Sampl Method

Water Table

Bottom BH

Sandy SILT with trace to some clayGrey, Saturated, Hard

Continued…

Standard Penetration Test Cone Penetration Test

10

14

15

10

14

10

12

10

20 40

10

12

11

12

13

14

20

12

13

257.1

243.4

6

5

9

25

20

27

33

47

20 40 60 80

51

53

37

58

34

67

>80

76

75

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

14.0

14.5

15.0

15.5

16.0

16.5

17.0

17.5

18.0

18.5

19.0

19.5

20.0

20.5

21.0

21.5

22.0

22.5

23.0

ELEV

-

07/ 09

N VALUE(Blows per 0.3m)(m) (m)

WATER CONT (%)

PAGE OF

▲

-

#### #REF! ### #REF! ###

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

PROJECT N°: 13 1802

BOREHOLE N°: 1

ENCLOSURE N°: 3

m BORING METHOD:

SAMPLING METHOD: Split Spoon

1 1

--- ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

TRUE FALSE

0.0 #N/A TRUE Solid Stem Auger

3.0 10 257.102 FALSE Hollow Stem Auger

6.1 20 254.054 FALSE Wash Boring

16.8 55 243.386 FALSE Bi-Cone

19.8 65 240.338 FALSE Tri-Cone

0.0 #N/A

Continued ? FALSE TRUE Split Spoon

FALSE Shelby Tube

#N/A FALSE Auger Sample

FALSE Bi-Cone

30.9 101.4 229.24

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

Values for >80 Blows

BOREHOLE LOG

CLIENT: F & I Gateway Investments Inc. November 11, 2013

PROJECT: Georgian Residence - 290-302 Georgian

Drive, Barrie

GROUND ELEVATION: 260.15 Solid Stem Auger

BORING DATE: September 19, 2013

SOIL DESCRIPTION

(Unified Soil Classification System)

WATER

.

Sandy SILT with trace to some clay N Value MC

Grey, Saturated, Hard

Gradation @ 24.8m¬ Silt 75%, Sand 25%

Depth Layer Boring Method

Occasionally Layered

Sampl Method

Water Table

Bottom BH

Gradation @ 31.0m¬ Silt 99%, Sand 1%

19mm Standpipe installed at 20.4 mWater level measured at 3.0m on Nov. 14, 2013.

Standard Penetration Test Cone Penetration Test

16

13

12

20

12

12229.2END OF BH

49

69

68

>80

>80

>80

23.0

23.5

24.0

24.5

25.0

25.5

26.0

26.5

27.0

27.5

28.0

28.5

29.0

29.5

30.0

30.5

31.0

31.5

32.0

ELEV

-

07/ 09

N VALUE(Blows per 0.3m)(m) (m)

WATER CONT (%)

PAGE OF

▲

-

237.2

#### #REF! ### #REF! ###

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

PROJECT N°: 13 1802

BOREHOLE N°: 2

ENCLOSURE N°: 4

m BORING METHOD:

SAMPLING METHOD: Split Spoon

1 1

--- ##

3 3 14.3 14.3 0.45 ##

9 9 15 15 1.2 ##

12 12 16.9 16.9 1.98 ##

34 34 2 2 2.74 ##

43 43 2.2 2.2 3.5 ##

#N/A #N/A #N/A ##

37 37 4.4 4.4 5.03 ##

#N/A #N/A #N/A ##

48 48 17 17 6.55 ##

#N/A #N/A #N/A ##

74 #N/A 14.8 14.8 8 ##

TRUE FALSE

2.4 8 261.3116 TRUE Solid Stem Auger

6.1 20 257.654 FALSE Hollow Stem Auger

0.0 #N/A FALSE Wash Boring

0.0 #N/A FALSE Bi-Cone

0.0 #N/A FALSE Tri-Cone

0.0 #N/A

Continued ? FALSE TRUE Split Spoon

FALSE Shelby Tube

#N/A FALSE Auger Sample

FALSE Bi-Cone

8.1 26.5 255.67

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A 74

Values for >80 Blows

Standard Penetration Test Cone Penetration Test

Dry & Open to 7.6 m upon completion.

Bottom BH

Sandy SILT with trace clayBrown to Grey, Moist, Hard

Sampl Method

Water Table

Depth Layer Boring Method

Layered SANDBrown, Moist, Compact to Dense

SILT & SANDBrown, Moist to Very Moist, Very Loose toCompact

SOIL DESCRIPTION

(Unified Soil Classification System)

WATER

.

TOPSOIL (15cm) over N Value MC

GROUND ELEVATION: 263.75 Solid Stem Auger

BORING DATE: September 23, 2013

BOREHOLE LOG

CLIENT: F & I Gateway Investments Inc. November 11, 2013

PROJECT: Georgian Residence - 290-302 Georgian

Drive, Barrie

14

15

17

2

2

4

17

15

20 40

261.3

257.7

255.7END OF BH

3

9

12

34

43

37

48

74

20 40 60 800.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

ELEV

-

07/ 09

N VALUE(Blows per 0.3m)(m) (m)

WATER CONT (%)

PAGE OF

▲

-

#### #REF! ### #REF! ###

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

PROJECT N°: 13 1802

BOREHOLE N°: 3

ENCLOSURE N°: 5

m BORING METHOD:

SAMPLING METHOD: Split Spoon

1 1

--- ##

4 4 14.4 14.4 0.45 ##

25 25 0.7 0.7 1.2 ##

33 33 2.4 2.4 1.98 ##

23 23 6.5 6.5 2.74 ##

27 27 1.4 1.4 3.5 ##

#N/A #N/A #N/A ##

31 31 10.8 10.8 5.03 ##

#N/A #N/A #N/A ##

36 36 16.2 16.2 6.55 ##

#N/A #N/A #N/A ##

81 #N/A 16.5 16.5 8 ##

TRUE FALSE

0.0 #N/A TRUE Solid Stem Auger

3.7 12 262.7424 FALSE Hollow Stem Auger

0.0 #N/A FALSE Wash Boring

6.4 21 259.9992 FALSE Bi-Cone

0.0 #N/A FALSE Tri-Cone

0.0 #N/A

Continued ? FALSE TRUE Split Spoon

FALSE Shelby Tube

#N/A FALSE Auger Sample

FALSE Bi-Cone

7.9 26 258.48

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

TRUE 80 #N/A

Values for >80 Blows

BOREHOLE LOG

CLIENT: F & I Gateway Investments Inc. November 11, 2013

PROJECT: Georgian Residence - 290-302 Georgian

Drive, Barrie

GROUND ELEVATION: 266.40 Solid Stem Auger

BORING DATE: October 17, 2013

SOIL DESCRIPTION

(Unified Soil Classification System)

WATER

.

TOPSOIL (15cm) over N Value MC

SAND with trace to some gravel and siltBrown to Grey, Moist, Loose to Dense

Depth Layer Boring Method

SILT & SAND with trace gravel Brown to Grey, Moist, Dense to Very Dense

Sampl Method

Water Table

Bottom BH

SILT with trace to some sandGrey, Moist, Hard

Dry & Open to 7.7 m upon completion.

Standard Penetration Test Cone Penetration Test

14

1

2

7

1

11

16

17

20 40

262.7

260.0

258.5END OF BH

4

25

33

23

27

31

36

>80

20 40 60 800.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

ELEV

-

07/ 09

N VALUE(Blows per 0.3m)(m) (m)

WATER CONT (%)

PAGE OF

▲

-

#### #REF! ### #REF! ###

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

PROJECT N°: 13 1802

BOREHOLE N°: 4

ENCLOSURE N°: 6

m BORING METHOD:

SAMPLING METHOD: Split Spoon

1 1

--- ##

4 4 11.5 11.5 0.45 ##

5 5 6.1 6.1 1.2 ##

4 4 5.3 5.3 1.98 ##

22 22 4.5 4.5 2.74 ##

22 22 6.7 6.7 3.5 ##

#N/A #N/A #N/A ##

35 35 9.8 9.8 5.03 ##

#N/A #N/A #N/A ##

36 36 11.5 11.5 6.55 ##

#N/A #N/A #N/A ##

53 53 10.6 10.6 8 ##

TRUE FALSE

0.0 #N/A TRUE Solid Stem Auger

3.0 10 262.752 FALSE Hollow Stem Auger

0.0 #N/A FALSE Wash Boring

0.0 #N/A FALSE Bi-Cone

0.0 #N/A FALSE Tri-Cone

0.0 #N/A

Continued ? FALSE TRUE Split Spoon

FALSE Shelby Tube

#N/A FALSE Auger Sample

FALSE Bi-Cone

8.1 26.5 257.72

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

Values for >80 Blows

BOREHOLE LOG

CLIENT: F & I Gateway Investments Inc. November 11, 2013

PROJECT: Georgian Residence - 290-302 Georgian

Drive, Barrie

GROUND ELEVATION: 265.80 Solid Stem Auger

BORING DATE: October 17, 2013

SOIL DESCRIPTION

(Unified Soil Classification System)

WATER

.

TOPSOIL (15cm) over N Value MC

SAND with trace siltBrown to Grey, Moist, Loose to Compact

SILT & SAND with some gravel seams Depth Layer Boring Method

Brown to Grey, Moist, Dense to Very Dense

Gradation @ 3.5m¬ Sand 53%, Silt 47%

Sampl Method

Water Table

Bottom BH

Dry & Open to 7.9 m upon completion.

Standard Penetration Test Cone Penetration Test

12

6

5

5

7

10

12

11

20 40

262.8

257.7END OF BH

4

5

4

22

22

35

36

53

20 40 60 800.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

ELEV

-

07/ 09

N VALUE(Blows per 0.3m)(m) (m)

WATER CONT (%)

PAGE OF

▲

-

#### #REF! ### #REF! ###

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

PROJECT N°: 13 1802

BOREHOLE N°: 5

ENCLOSURE N°: 7

m BORING METHOD:

SAMPLING METHOD: Split Spoon

1 1

--- ##

4 4 15.9 15.9 0.45 ##

4 4 18.9 18.9 1.2 ##

4 4 27.9 27.9 1.98 ##

23 23 18.3 18.3 2.74 ##

23 23 21 21 3.5 ##

#N/A #N/A #N/A ##

25 25 18.1 18.1 5.03 ##

#N/A #N/A #N/A ##

31 31 23.6 23.6 6.55 ##

#N/A #N/A #N/A ##

#N/A #N/A #N/A ##

TRUE FALSE

0.0 #N/A TRUE Solid Stem Auger

1.5 5 263.876 FALSE Hollow Stem Auger

0.0 #N/A FALSE Wash Boring

0.0 #N/A FALSE Bi-Cone

0.0 #N/A FALSE Tri-Cone

0.0 #N/A

Continued ? FALSE TRUE Split Spoon

FALSE Shelby Tube

#N/A FALSE Auger Sample

FALSE Bi-Cone

6.6 21.5 258.85

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

FALSE #N/A #N/A

Values for >80 Blows

BOREHOLE LOG

CLIENT: F & I Gateway Investments Inc. November 11, 2013

PROJECT: Georgian Residence - 290-302 Georgian

Drive, Barrie

GROUND ELEVATION: 265.40 Solid Stem Auger

BORING DATE: September 23, 2013

SOIL DESCRIPTION

(Unified Soil Classification System)

WATER

.

TOPSOIL (30cm) over N Value MC

Sand & Silt FILL with trace gravelLight Brown, Moist to Very Moist, Loose

SILT with trace to some sandLight Brown, Moist to Wet, Firm to Hard

Depth Layer Boring Method

Sampl Method

Water Table

Bottom BH

Gradation @ 6.5m¬ Silt 99%, Sand 1%

Dry & Open to 6.1 m upon completion.

Standard Penetration Test Cone Penetration Test

16

19

28

18

21

18

24

20 40

263.9

258.8END OF BH

4

4

4

23

23

25

31

20 40 60 800.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

ELEV

-

07/ 09

N VALUE(Blows per 0.3m)(m) (m)

WATER CONT (%)

PAGE OF

▲

-

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

ENCLOSURE N°: 8

PROJECT N°:

/ DATE SAMPLED:

sf SS DATE RECEIVED:

DATE TESTED:

BH / 9.6 m BH 1 / 24.8 m

BH / 31.0 m BH 4 / 3.5 m

BH = BoreHole

FALSE 3

13 - 1802

September 19,2013

September 19,2013

Sandy Silt

Silt with trace Sand

November 11,2013

F & I Gateway Investments Inc.

Georgian Residence - 290-302 Georgian

Drive, Barrie

Split Spoon

GRAIN SIZE DISTRIBUTION CHART

CLIENT:

PROJECT:

180LAB N° / TYPE:

SAMPLED BY:

SAMPLED TYPE:

D.A

November 11,2013

Original Undisturbed

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T P

AS

SIN

G

PE

RC

EN

T R

ET

AIN

ED

1

1

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

SAMPLED FROM:

Silt with trace Sand

Sand and Silt

Clay & SiltSand

Fine Medium Coarse

Gravel

Fine Coarse Cob

ble

s

1"3/4

"

3/8

"41650200

0

10

20

30

40

50

60

70

80

90

100

100 30 8

0.5

3"

5/8

"

2" 3"

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

SIEVE DESIGNATION

ENGINEERING LTD. 287 Tiffin Street, Unit 10, Barrie, Ontario L4N 7R8 TEL: (705) 722-4638 FAX: (705) 722-4958

DATE:

ENCLOSURE N°: 9

PROJECT N°:

/ DATE SAMPLED:

sf SS DATE RECEIVED:

DATE TESTED:

BH / 6.5 m

BH = BoreHole

FALSE 3

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T P

AS

SIN

G

PE

RC

EN

T R

ET

AIN

ED

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

Silt with trace Sand

SAMPLED TYPE: Split Spoon November 11,2013

SAMPLED FROM: 5

LAB N° / TYPE: 180 Original Undisturbed September 19,2013

SAMPLED BY: D.A September 19,2013

GRAIN SIZE DISTRIBUTION CHART

CLIENT: F & I Gateway Investments Inc. November 11,2013

PROJECT: Georgian Residence - 290-302 Georgian

Drive, Barrie

13 - 1802

Clay & SiltSand

Fine Medium Coarse

Gravel

Fine Coarse Cob

ble

s

1"3/4

"

3/8

"41650200

0

10

20

30

40

50

60

70

80

90

100

100 30 8

0.5

3"

5/8

"

2" 3"

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

SIEVE DESIGNATION

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