appendix e - geotechnical investigation

DUNLOP STREET MUNICIPAL CLASS CENVIRONMENTAL ASSESSMENT – GEOTECHNICALREPORT

Project No.: 0BM-18-8036

Prepared for:

City of Barrie70 Collier StreetBarrie, ONL4M 1G8

Prepared by:

McIntosh Perry Consulting Engineers Ltd.1-1329 Gardiners RoadKingston, OntarioK7P 0L8

January 23rd, 2020

Dunlop Street Municipal Class C Environmental Assessment –Geotechnical Report 0BM-18-8036

TABLE OF CONTENTS

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

2.0 BACKGROUND ........................................................................................................................................ 1

Traffic Data ...................................................................................................................................................... 2

3.0 FIELD INVESTIGATION............................................................................................................................. 2

4.0 LABORATORY TESTING ........................................................................................................................... 2

5.0 EXISTING CONDITIONS ........................................................................................................................... 3

Pavement Condition.......................................................................................................................................... 3

Asphalt Cores .................................................................................................................................................... 3

Granular Base ................................................................................................................................................... 3

Granular Subbase ............................................................................................................................................. 3

Subgrade .......................................................................................................................................................... 4

5.5.1 Sand and Silty Sand ................................................................................................................................... 4

5.5.2 Silt and Sandy Silt ...................................................................................................................................... 4

5.5.3 Clay and Silty Clay ..................................................................................................................................... 4

Groundwater .................................................................................................................................................... 4

6.0 PRELIMINARY RECOMMENDATIONS ...................................................................................................... 4

Pavement Design .............................................................................................................................................. 4

6.1.1 New Pavement Construction ..................................................................................................................... 5

6.1.2 Pavement Rehabilitation ........................................................................................................................... 5

6.1.3 Additional Paving Considerations .............................................................................................................. 6

Open Cut Excavations ....................................................................................................................................... 6

6.2.1 Excavations ............................................................................................................................................... 6

6.2.2 Bedding .................................................................................................................................................... 6

6.2.3 Backfill ...................................................................................................................................................... 6

6.2.4 Groundwater Control ................................................................................................................................ 7

6.2.5 OHSA Soil Classification ............................................................................................................................. 7

Soil Chemical Analysis for Excavated Materials ................................................................................................. 7

Soil Corrosivity Potential and Recommendations on Cement Type ..................................................................... 7


Future Investigations for Detailed Design .......................................................................................................... 8

7.0 CLOSURE ................................................................................................................................................. 9

8.0 REFERENCES ......................................................................................................................................... 11

Appendices

Appendix A Key Plans and Borehole LocationsAppendix B Asphalt Core Logs and PhotographsAppendix C Borehole Plots and LogsAppendix D Aggregate and Soil Geotechnical Laboratory ResultsAppendix E Soil Chemical Testing Results


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1.0 INTRODUCTIONThe City of Barrie has retained McIntosh Perry Consulting Engineers (MP) to complete a Municipal ClassEnvironmental Assessment study for Dunlop Street West, from 150 m west of Ferndale Drive North to CedarPoint Drive and from the Highway 400 E/W-N ramp to 150 m east of Anne Street North. The geotechnicalcomponent of this assignment includes a review of background documentation, field investigations, materialstesting and the preparation of a Geotechnical Investigation Report including design alternatives forimprovements on Dunlop Street West, and the extension of Hart Drive. It is understood that the City of Barrieenvisions these improvements to include the widening of Dunlop Street West from 4 lanes to 6 lanes.

Figure 1 - Project Key Map

2.0 BACKGROUNDWithin the project limits, Dunlop street is a multi-lane urban roadway, consisting of two main lanes in bothdirections and with a continuous left-turn lane in the section west of Highway 400. Dunlop street forms aconnection between Downtown Barrie and Highway 400, and eventually becomes County Road 90 to the westof the city. The traffic volumes on Dunlop Street were estimated to be approximately 28,800 AADT in 2017,with a projected increase to 56,700 in 2040.

According to The Physiography of Southern Ontario (Chapman and Putnam, 1984), the project limits lie withinthe Simcoe Lowlands physiographic region, characterized by sand plains with intermittent beach forms anddeposits of peat and muck. The underlying bedrock in the area is typically Ordovician sedimentary formations,such as the Simcoe Group, consisting of limestones, dolostones, shales and sandstones1.


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Traffic Data

Table 1 summarizes the traffic data for both directions in 2017 and the projected volumes over a 20-yearperiod. For the purposes of design, a conservative 2% growth rate was estimated.

Table 1 - Dunlop Street Projected Traffic Volumes

Dunlop Street

Dir. 2017 2020 2030 2040

AADTE 12400 13500 18100 24300W 16400 17900 24100 32400

Total 28800 31400 42200 56700%COM 6%

3.0 FIELD INVESTIGATIONSubsequent to appropriate health and safety preparation, utility clearances, implementation of proper trafficcontrol and notification of road authorities, a geotechnical field investigation was carried out in May 2019during approved hours for lane closures. The purpose of the field investigation was to establish the pavementstructure, subgrade conditions and frost susceptibility, and presence of groundwater to aid in the preliminarydesign recommendations.

The field investigation program consisted of the advancement of boreholes using direct push method, to adepth of 5.18 m. The drilling was carried out by Tri-Phase Group under the supervision of MP field staff. Tubeand grab samples were recovered, logged and placed into sealed plastic bags for laboratory testing. Boreholeswere decommissioned as per O.Reg. 903 and its amendments. Borehole locations were referenced to UTMZone 17N to sub-metre accuracy and input into gINT borehole logs.

4.0 LABORATORY TESTINGThe recovered samples from the sample tubes were visually analyzed and submitted for soils and analyticalchemical testing. The following tests were completed:

· Grain Size Analysis (Sieve);· Grain Size Analysis (Hydrometer);· Moisture Content;· Atterberg Limits;· Metals & Inorganics; and· Corrosivity Package.

Results of the testing are discussed in the following sections; full testing results are included in Appendix D andAppendix E.


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5.0 EXISTING CONDITIONS

Pavement Condition

The pavement between Cedar Point Drive and Ferndale Drive is generally in fair to good condition, exhibitingmoderate centreline cracking throughout, intermittent transverse cracking, and few midlane longitudinalcracks.

The pavement on Dunlop Street between the Hwy 400 E/W-N ramp and Anne Street is in relatively poorcondition, exhibiting frequent moderate transverse cracking with slight alligatoring and frequent moderate tosevere longitudinal cracking.

Detailed descriptions of the subsurface conditions are included in the borehole logs, in Appendix C. In general,the pavement structure consisted of 148 mm of asphalt, 422 mm granular base and 1072 mm granular subbase,over silty sand to clay subgrade.

Asphalt Cores

Thirteen (13) asphalt cores and one (1) concrete core were taken within the project limits. In general, theasphalt cores consisted of 2-4 lifts and averaged 148 mm in overall thickness. Lift thickness ranged from 30 mmto 80 mm. Asphalt core logs and photographs are found in Appendix B.

Granular Base

The granular base material generally consists of Sand, with Gravel, some Silt. Grain size analysis testing onsamples collected during the field investigations indicated that the material does not meet the criteria forGranular A, but generally passes on the Granular B Type I criteria. However, the granular base appears to beperforming adequately, as performance issues of the asphalt do not appear to be due to structural deficiencies.The granular base was 333 mm in average thickness east of Hwy 400 and 486 mm in thickness west of Hwy400. Moisture content testing performed on select samples of granular base indicated the moisture contentranged from approximately 4 – 9%.

Granular Subbase

The granular subbase was variable, though was generally composed of sand, some gravel, some silt. Grain sizeanalysis testing indicated that the material does not meet the criteria for Granular B Type I, due to excess finespassing the 0.075 mm sieve. Performance issues on Dunlop Street do not appear to be indicative of structuralinsufficiencies and the material appears to be performing adequately. Moisture content testing conducted onselect samples indicated that the moisture content was generally moist to wet with a water content ofapproximately 11.5%.


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Subgrade

5.5.1 Sand and Silty Sand

Sand and silty sand subgrade material was encountered in all boreholes except W1. The materials were of lowfrost susceptibility and were generally moist to wet, with water contents between 4 and 19% where tested.The sandy subgrade material was saturated in boreholes W2-1 and E4-1, at depths of 2.9 m and 3.8 m,respectively.

5.5.2 Silt and Sandy Silt

Silt and sandy silt subgrade materials were also encountered in Borehole E4-1 and W2-1. Grain size analysistesting on a sample taken from Borehole E4-1 indicated a highly frost susceptible material, and material testedfrom borehole W2-1 displayed low susceptibility to frost heaving.

5.5.3 Clay and Silty Clay

Clay and silty clay subgrade materials were also encountered in boreholes W1, W4-1 and W5-1 at depthsranging from 1.2 – 5.1 m. The clay was generally noted to be wet and ranged from soft to dense. The clay inborehole W1 was noted to be saturated at a depth of 1.2 m. Moisture content testing on sample SS-6 indicateda water content of 18.2%.

Groundwater

Groundwater was encountered in three (3) boreholes, E4-1, W2-1, and W-1 at an average depth of 2.65 m.

6.0 PRELIMINARY RECOMMENDATIONS

Pavement Design

For the purposes of pavement design for this assignment, AASHTO 1993 methodology was used to determinethe required structural capacity of the pavement and evaluate preliminary designs. It is noted that a detaileddesign of a paving alternative would generally require a more thorough geotechnical field investigation thanwhat was completed for this assignment.

The following AASHTO 1993 design criteria have been selected:


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Table 2 - Design Parameters for Dunlop Street

Design Criteria Parameters Selected

Initial Serviceability 4.4Terminal Serviceability 2.2Reliability Level 90Overall Standard Deviation 0.49Roadbed Soil Resilient Modulus, Mr 30 MPa

Mix Type Layer Coefficient Drainage CoefficientNew Hot Mix Asphalt 0.42 1.0New Granular Base 0.14 1.0Existing Granular Base 0.10 0.9New Granular Subbase 0.09 0.9Existing Granular Subbase 0.07 0.9

Using a projected 2020 AADT of 31,400, with a 6% commercial truck percentage and a conservative growthrate of 2%, the 20-year design ESALs are 10,396,758, corresponding to Ontario Traffic Design Category D.AASHTO 1993 analysis indicates that a Structural Number (SN) of 142 mm is required based on the subgradeconditions noted on site, which exceeds existing conditions, thus resurfacing is warranted (Section 6.1.2).

6.1.1 New Pavement Construction

A pavement design is required for the widening of Dunlop Street to 6 lanes. In order to meet the requiredstructural requirements of Dunlop Street, the preliminary recommendations include the following pavementstructure:

· Pave 40 mm Hot-Mix Surface Course Asphalt;· SS-1 Tack Coat;· 50 mm Upper Binder Course;· SS-1 Tack Coat;· 60 mm Lower Binder Course;· 350 mm Granular A to match existing; and· 500 mm Granular B Type I.

Given the parameters summarized in Table 2, this alternative provides an AASHTO 1993 Structural Number of147.60. In order to maintain the desired grade, sub-excavation may be required out to the new toe of slope.Where predominantly silt and clay subgrades are encountered, the granular subbase thickness may beincreased to 600 mm. New granular material should be placed in 150 mm lifts and compacted to StandardMaximum Proctor Dry Density at Optimum Moisture Content.

6.1.2 Pavement Rehabilitation

The existing pavement should be rehabilitated while maintaining the current grade.

· Mill 90 mm;


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· Pave 40 mm Hot-Mix Surface Course Asphalt, over;· SS-1 Tack Coat, over;· 50 mm Hot-Mix Binder Course Asphalt, over;· SS-1 Tack Coat.

6.1.3 Additional Paving Considerations

It is noted that the Hwy 400/Dunlop Street I/C will be realigned and constructed with new asphalt. It issuggested that the friction course of the hot-mix surface course asphalt used on Dunlop Street paving be thesame as that of the Hwy 400 Ramps.

Open Cut Excavations

6.2.1 Excavations

Excavations must be carried out in accordance with current Occupational Health and Safety Act (OHSA) ofOntario, local regulations and OPSS 401. The soils present within the project limits are generally consideredsuitable for excavation using excavation and trenching equipment, in accordance with Type 3 soil regulations.Very loose sands were encountered in three (3) boreholes within anticipated excavation depths. Cobbles werenoted to be present within some subgrade sands. Boulders are not anticipated to be encountered frequently.If groundwater is encountered during excavations soils should be treated as Type 4 as per the OccupationalHealth and Safety Regulation for Construction Projects. Deep (>6 m) excavations may require additionalfoundations design, including temporary retaining systems. The detailed excavation recommendations will beconfirmed once utility pipe elevations are established.

6.2.2 Bedding

Sewer and watermain bedding materials must conform to the requirements laid out in OPSD 802.010 forflexible pipes and to OPSD 802.030, 802.031 and 802.032, as appropriate, for rigid pipes. The undisturbedsubgrade material is generally suitable to support the installation of sewer and watermain in conjunction withthe use of granular bedding material; however, there are localized areas where poor material exists withinpotential excavation depths. Where saturated sands, or soft silts and clays are encountered within the desiredexcavation depth, the material should be removed in accordance with O.Reg. 153 Table 3 guidelines, andreplaced with Granular A. Bedding and cover for pipe installations shall be Granular A or well-graded GranularB Type I, as available. The detailed bedding recommendations will be confirmed once utility pipe elevations areestablished.

6.2.3 Backfill

The native materials encountered during the investigation are generally suitable for reuse as backfill. Materialthat contains excess topsoil, organics, water or other deleterious materials should not be used as backfill.Backfill materials shall be compacted in accordance with OPSS 501.


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6.2.4 Groundwater Control

Groundwater may be encountered during trenching for pipes at depths greater than approximately 2.6 m.Where groundwater is encountered, the implementation of dewatering provisions will be required to maintaindry excavations. Field testing and detailed analyses for the dewatering requirements are covered underHydrogeological Site Assessment Report Section 3.2.3 Dewatering Volumes (inflow to excavation). Thedewatering requirements will be finalized for detailed design subsequent to determining the size and depthsof excavations.

6.2.5 OHSA Soil Classification

For the purposes of excavations, OHSA delineates four classifications of soils based on strength and moistureproperties. The soils encountered within the project limits, including silty sands, sandy silts and clayey sandsand silts can be classified as Type 3 soils above the water table and Type 4 soils below the water table.

Soil Chemical Analysis for Excavated Materials

Selected materials were submitted to ALS Environmental in Waterloo for Metals & Inorganics testing todetermine their suitability for re-use or disposal. The chemical testing results are included in Appendix E. Thetesting results therein represent the properties only for the soils tested; soil conditions other than those testedmay be generated during construction.

Analytical testing results were compared to O.Reg. 153 Guideline Limits of the Ontario Soil, Ground Water andSediment Standards for use under part XV.1 of the Environmental Protection Act. The results were comparedto both Table 3: Full Depth Generic Site Condition Standards (SCS) in a Non-Potable Ground Water Condition,and Table 2: Full Depth Generic SCS in a Potable Ground Water Condition, for Commercial, CommunityProperty, and Industrial (CCI) use. One tested sample exceeded the guidelines limits for Sodium AdsorptionRatio.

Table 3 - Soil Samples Exceeding O.Reg. 153 Table 3 Parameters

SampleParameters Exceeding

RequirementsTable 2/3 Guideline Exceedance Value

W5-1 SS3 Sodium Adsorption Ratio 12 13.3

In general, the soils are suitable for re-use on both Table 2 SCS CCI and Table 3 SCS CCI sites, provided theymeet the geotechnical requirements for the site. The Soil Adsorption Ratio (SAR) exceeds the allowable limit inBH W5-1 SS3; however, this parameter at the current concentration is not considered detrimental to humans.Analytical testing results, including a tabulated summary, are included in Appendix E.

Soil Corrosivity Potential and Recommendations on Cement Type

Soil samples were submitted to ALS Laboratories in Waterloo for corrosivity testing, consisting of pH, resistivity,redox potential, sulphides and moisture content. These tests can assess the corrosivity potential of the nativesoils by comparing them to the 10-point soil corrosivity scale detailed in AWWA C105. Where the corrosivity


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potential exceeds a 10 on the corrosivity scale, the soil is considered to be a corrosion risk to ductile iron pipesand warrants protection measures. Table 4 outlines the severity ranking of the tested soil’s corrosivitypotential.

Table 4 - Corrosion Severity Based on AWWA C105 10-point scale

Sample ID E4-1 SS5 (Scale Points) W5-1 SS6 (Scale Points)

Resistivity(ohm/cm)

716 (8) 2360 (0)

pH 7.87 (0) 7.73 (0)Redox Potential

(mV)187 (0) 139 (0)

Sulphides Trace (2) Trace (2)Moisture (%) 12 (1) 18.2 (1)

Severity 11 3

Future Investigations for Detailed Design

The discussion and recommendations within this report are for the purposes of preliminary design and arebased on factual data obtained during the field investigation; conditions beyond those which were encounteredin this investigation may exist within the project limits. The elevations of buried water/sewer infrastructureshould be established to confirm recommendations with regards to trenches, bedding, backfilling anddewatering, and to determine the need for more detailed investigations to establish a more precise andrigorous understanding of the pavement structure, subgrade conditions and water table.


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7.0 CLOSUREConditions other than those noted in this report may exist within the site and cannot be extrapolatedextensively away from the sample locations. If differing site conditions are encountered, or if the City of Barriebecomes aware of any additional information that differs from or is relevant to the McIntosh Perry ConsultingEngineers (McIntosh Perry) findings, the City of Barrie agrees to immediately advise McIntosh Perry so that theinformation presented in this report may be re-evaluated.

Under no circumstances shall the liability of McIntosh Perry for any claim in contract or in tort, related to theservices provided and/or the content and recommendations in this memorandum, exceed the extent that suchliability is covered by such professional liability insurance from time to time in effect including the deductibletherein, and which is available to indemnify McIntosh Perry. Such errors and omissions policies are availablefor inspection by the Client at all times upon request, and if the City of Barrie desires to obtain further insuranceto protect it against any risks beyond the coverage provided by such policies, McIntosh Perry will co-operatewith the City of Barrie to obtain such insurance.

McIntosh Perry prepared this report for the exclusive use of the City of Barrie for Assignment No. 0BM-18-8036. Any use which a third party makes of this report, or any reliance on or decision to be made based on it,are the responsibility of such third parties. McIntosh Perry accepts no responsibility and will not be liable fordamages, if any, suffered by any third party as a result of decisions made or actions taken based on this report.

We trust the attached information meets your needs at this time and should you have any questions orconcerns, please do not hesitate to contact our office.


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8.0 REFERENCES1. Chapman and Putnam. Physiography of Southern Ontario; Ontario Geological Survey, 1984.

2. Hajek, Jerry, MTO November 1995. Procedures for Estimating Traffic Loads for Pavement Design inOntario (Updated 1998).

3. Ministry of Transportation. MTO Pavement Design and Rehabilitation Manual, 2013 (Second Edition).

4. City of Barrie Engineering Department. Transportation Design Manual, 2017.

5. Ontario Regulation (O.Reg). 153/04 (as amended).

DUNLOP STREET MUNICIPAL CLASS EAGEOTECHNICAL REPORT

APPENDIX A: KEY PLANS AND BOREHOLE LOCATIONS

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East

Stud

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Townsh

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Vespra

Dunlo

p Stre

et West

Ferndale Drive North

Anne Street South

Edge

hill D

rive

500

050

025

0

Scale

1:15

,000

Metre

s

CEDA

R POINTE DRIVE

FERNDALE DRIVE NORTH

DUNLOP STREET WEST

SARJEANTDRIVE

ELLIOTT AVENUE

LENNOX DRIVE

BH W1

BH W2-1

BH W3BH W4-1

BH W5BH W6

BH W7BH W8-1

MW W4-2MW W5-2

MW W8-2

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/AirbusDS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

LEGEND

WEST LIMIT BOREHOLE LOCATIONS

2FIGURE:

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REFERENCEGIS data provided by ESRI, Digital Globe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN and the GIS User Community, 2019

PROJECT NO: DateGISChecked By

115 Walgreen Road, RR3, Carp, ON K0A1L0Tel: 613-836-2184 Fax: 613-836-3742

www.mcintoshperry.com

Metres

150 0 15075

Scale 1:5,000

GEOTECHNICAL STUDYDUNLOP STREET

CITY OF BARRIE

BM-18-8036

Borehole Location

West Study Limits

ANNE STREET SOUTH

DUNLOP STREET WEST

BOYS STREET NORTHHENRY STREETDONALDST

REET

GEORGE STREET

HART DRIVE

BH E1

BH E2-1

BH E3

BH E4-1

BH E-5

MW E2-2

MW E4-2

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/AirbusDS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

LEGEND

EAST LIMIT BOREHOLE LOCATIONS

2FIGURE:

Jul., 11, 2019LCSK

TITLE:

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PROJECT:

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REFERENCEGIS data provided by ESRI, Digital Globe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN and the GIS User Community, 2019

PROJECT NO: DateGISChecked By

115 Walgreen Road, RR3, Carp, ON K0A1L0Tel: 613-836-2184 Fax: 613-836-3742

www.mcintoshperry.com

Metres

90 0 9045

Scale 1:3,000

GEOTECHNICAL STUDYDUNLOP STREET

CITY OF BARRIE

BM-18-8036

Borehole Location

East Study Limits


APPENDIX B: ASPHALT CORE LOGS AND PHOTOGRAPHS

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(m)

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(mm

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(mm

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W3

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7.5

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1.2

0BM 18-8036 Dunlop Street EA Core Photographs

Pavement Core ID # E1

Location: Anne Street, North of Dunlop Street

Lat./Long.: 44.383018°, -79.705520°

UTM 17N: N 4915230.73, E 603114.19

Pavement Core ID # E2-1

Location: Dunlop Street, West of Anne Street

Lat./Long.: 44.382312°, -79.706013°

UTM 17N: N 4915151.14, E 603076.41


Location: Dunlop Street, West of Anne Street

Lat./Long.: 44.382357°, -79.706049°

UTM 17N: N 4915156.03, E 603073.12

Pavement Core ID # E3

Location: Anne Street, South of Dunlop

Lat./Long.: 44.382093°, -79.704925°

UTM 17N: N 4915218.40, E 603163.85



Location: Dunlop Street, East of Anne Street

Lat./Long.: 44.382863°, -79.704594°

UTM 17N: N 4915214.56, E 603188.24

Pavement Core ID # EW-5

Location: Hart Drive, South of Dunlop Street

Lat./Long.: 44.381488°, -79.706357°

UTM 17N: N 4915059.15, E 603050.98

Pavement Core ID # W1

Location: Cedar Point Drive, North of Dunlop Street

Lat./Long.: 44.379449°, -79.713997°

UTM 17N: N 4914823.59, E 602445.53

Pavement Core ID # W2-1

Location: Dunlop Street, West of Cedar Point

Lat./Long.: 44.378493°, -79.714645°

UTM 17N: N 4914716.26, E 602395.00



Location: Sarjeant Drive, South of Dunlop

Lat./Long.: 44.377097°, -79.716207°

UTM 17N: N 4914559.29, E 602273.56


Location: Dunlop Street, West of Sarjeant Drive

Lat./Long.: 44.377244°, -79.717271°

UTM 17N: N 4914574.71, E 502188.70


Location: Dunlop Street, East of Ferndale

Lat./Long.: 44.376553°, -79.719043°

UTM 17N: N 4914495.56, E 602048.98


Location: Ferndale Road, North of Dunlop

Lat./Long.: 44.376496°, -79.720413°

UTM 17N: N 4914487.26, E 601939.77



Location: Ferndale Road, South of Dunlop

Lat./Long.: 44.375553°, -79.719781°

UTM 17N: N 4914383.58, E 601991.53


Location: Dunlop Street, West of Ferndale

Lat./Long.: 44.375690°, -79.720794°

UTM 17N: N 4914397.89, E 601910.01


APPENDIX C: BOREHOLE PLOTS AND LOGS

Asphalt

Sand and Gravel, trace Silt

END OF BOREHOLE

Refusal at 0.6 mBottom of borehole at 0.6 m.

GBSS-1

NOTES

GROUND ELEVATION 229.78 m

LOGGED BY ND

DRILLING METHOD Hand Dig

HOLE SIZE 150 mm

DRILLING CONTRACTOR Tri Phase GROUND WATER LEVELS:

CHECKED BY HA

DATE STARTED 19-5-7 COMPLETED 19-5-7

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%) 20 40 60 80

20 40 60 80

PL LLMCMATERIAL DESCRIPTION

SA

MP

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EN

UM

BE

R

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CO

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%(R

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)

BLO

WC

OU

NT

S(N

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LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

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H(m

)

0

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.(p

cf)

PO

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(tsf

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PAGE 1 OF 1BORING NUMBER E1

PROJECT NAME Dunlop Street EA

PROJECT LOCATION Dunlop Street @ Highway 400

CLIENT City of Barrie

PROJECT NUMBER 0BM-18-8036

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INT

\DU

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.GP

J

Asphalt

Sand, some Gravel, some Silt, Grey

Sand, with Silt, some Clay, trace Gravel, Brown

Sand, some Silt, trace Clay, trace Gravel, Light Brown

Sand, Brown, Moist

Sand, Brown, Wet

Sand, some Silt, some Clay, trace Gravel, Brown

Bottom of borehole at 5.2 m.

SPTSS-1

SPTSS-2

SPTSS-3

SPTSS-4

SPTSS-5

SPTSS-6

SPTSS-7

0-13-14-12/0"

2-3-4-5/0"

7-12-11-11/0"

8-13-15-16/0"

6-14-20-23/0"

11-12-14-20/0"

18-19-14-20/0"

NOTES


LOGGED BY ND

DRILLING METHOD Conventional

HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

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EN

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R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

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Y U

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WT

.(p

cf)

PO

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ET

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N.

(tsf

)

PAGE 1 OF 1BORING NUMBER E2-1





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LD IN

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IGA

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FIN

DIN

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\2 B

OR

EH

OLE

S L

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S\G

INT

\DU

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T G

INT

.GP

J

Asphalt

Sand, Some Silty Clay, Brown

Fine Sand, Brown, slight odour of petroleum; no staining


NOTES Monitoring well installation, no sampling


LOGGED BY ND

DRILLING METHOD ??

HOLE SIZE 50 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

DR

Y U

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.(p

cf)

PO

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ET

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N.

(tsf

)

PAGE 1 OF 1BORING NUMBER EW2-2





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GE

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H\2

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LD IN

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IGA

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N &

FIN

DIN

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\2 B

OR

EH

OLE

S L

OG

S\G

INT

\DU

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.GP

J

Asphalt

Sand, some Cobbles, Brown

Sand, Fine, Light Brown


STSS-1

STSS-2

STSS-3

NOTES


LOGGED BY ND

DRILLING METHOD Direct Push

HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

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H(m

)

0

1

2

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.(p

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PO

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ET

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(tsf

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PAGE 1 OF 1BORING NUMBER E3





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H\2

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LD IN

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DIN

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\2 B

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EH

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S L

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S\G

INT

\DU

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.GP

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Asphalt

Sand some Gravel, Grey

Sand, Brown

Sand, Brown, Native

Sand, Grey

Silt, some Clay, trace Sand, Grey, Saturated


SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

21-24-19-14/0"

5-6-5-4/0"

4-3-2-2/0"

2-1-1-2/0"

13-13-20-23/0"

8-9-16-20/0"

7-6-4-4/0"

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

DR

Y U

NIT

WT

.(p

cf)

PO

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ET

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N.

(tsf

)

PAGE 1 OF 1BORING NUMBER E4-1





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S\G

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\DU

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.GP

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Monitoring Well Installation




LOGGED BY ND


HOLE SIZE 50 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

DR

Y U

NIT

WT

.(p

cf)

PO

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ET

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(tsf

)

PAGE 1 OF 1BORING NUMBER EW4-2





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H\2

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LD IN

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IGA

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N &

FIN

DIN

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\2 B

OR

EH

OLE

S L

OG

S\G

INT

\DU

NLO

P S

TR

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T G

INT

.GP

J

Asphalt

Sand and Gravel, trace Silt, Brown

Sand with Gravel, trace Silt, Brown

Sand, trace Silt, Brown


STSS-1

STSS-2

STSS-3

NOTES


LOGGED BY ND


HOLE SIZE 150


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

DR

Y U

NIT

WT

.(p

cf)

PO

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ET

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N.

(tsf

)

PAGE 1 OF 1BORING NUMBER EW-5





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H\2

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LD IN

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DIN

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\2 B

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S\G

INT

\DU

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.GP

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ASPHALT


Silty Clay, Grey, Moist


STSS-1

STSS-2

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

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H(m

)

0

1

DR

Y U

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.(p

cf)

PO

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ET

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(tsf

)

PAGE 1 OF 1BORING NUMBER W1





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H\2

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LD IN

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ST

IGA

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DIN

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\2 B

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S\G

INT

\DU

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INT

.GP

J

ASPHALTSand and Gravel, trace Silt, Brown

Sand with Gravel, trace Silt, Brown


Sand with Gravel, trace Silt, trace Cobbles, Dark Brown

Silt, Grey, Damp

Sand, Grey, Saturated

Silt, Grey

Silty Sand, Grey, Saturated

Sand, Grey, Saturated


SPTSS-1

SPTN/A

SPTSS-2

SPTSS-3

SPTSS-4

SPTSS-5

SPTSS-6

6-8-9(14)

1-1-1-3/0"

2-6-8-7/0"

7-6-8-10/0"

2-3-5-5/0"

2-2-2-3/0"

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

N.

(tsf

)

PAGE 1 OF 1BORING NUMBER W2-1





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H\2

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LD IN

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DIN

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\2 B

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S\G

INT

\DU

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.GP

J

Asphalt

Sand and Gravel, tract Silt, Brown

Sand, trace Cobbles, trace Gravel, Brown

Sand, some Silt, Dark Brown

Sand, some Silt, trace Roots


STSS-1

STSS-2

STSS-3

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

N.

(tsf

)






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_EA

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GE

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H\2

FIE

LD IN

VE

ST

IGA

TIO

N &

FIN

DIN

GS

\2 B

OR

EH

OLE

S L

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S\G

INT

\DU

NLO

P S

TR

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T G

INT

.GP

J

Asphalt


Sand, trace Gravel

Fine-Coarse Sand, some Gravel, Brown-Grey, Wet

Coarse Sand, Some Gravel, Brown-Grey, Wet

Clay, Grey, Wet, Soft


SPTSS-1

SPTSS-2

SPTSS-3

SPTSS-4

SPTSS-5

SPTSS-6

SPTSS-7

30-23-10-7/0"

3-6-10-12/0"

3-2-3-3/0"

1-2-8-12/0"

5-6-9-10/0"

5-10-13-12/0"

1-5-5-5/0"

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

N.

(tsf

)






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\201

8 JO

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36_

CIT

Y O

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_EA

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T\8

GE

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H\2

FIE

LD IN

VE

ST

IGA

TIO

N &

FIN

DIN

GS

\2 B

OR

EH

OLE

S L

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S\G

INT

\DU

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.GP

J

Topsoil

Sand, some Gravel, some Organics

Sand, Light Brown, Damp


STSS-1

STSS-2

NOTES Monitoring well installation


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

N.

(tsf

)






GE

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\201

8 JO

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\BM

\0B

M-1

8-80

36_

CIT

Y O

F B

AR

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_EA

_DU

NLO

P S

T\8

GE

OT

EC

H\2

FIE

LD IN

VE

ST

IGA

TIO

N &

FIN

DIN

GS

\2 B

OR

EH

OLE

S L

OG

S\G

INT

\DU

NLO

P S

TR

EE

T G

INT

.GP

J

Asphalt

Sand, with Gravel, trace Silt, Brown

Sand, some Gravel, some Silt, Brown

Sand, trace Gravel, trace Silt, Brown-Grey

Clay, Grey, Dense, Wet


SPTSS-1

SPTSS-2

SPTSS-3

SPTSS-4

SPTSS-5

SPTSS-6

SPTSS-7

8-16-20-17/0"

9-6-4-4/0"

1-1-2-3/0"

1-2-2-1/0"

3-1-1-1/0"

3-5-5-11/0"

8-11-10-13/0"

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

N.

(tsf

)






GE

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S -

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- 1

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6 -

Z:\0

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\201

8 JO

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\BM

\0B

M-1

8-80

36_

CIT

Y O

F B

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_EA

_DU

NLO

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T\8

GE

OT

EC

H\2

FIE

LD IN

VE

ST

IGA

TIO

N &

FIN

DIN

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\2 B

OR

EH

OLE

S L

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S\G

INT

\DU

NLO

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TR

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T G

INT

.GP

J

TopsoilSand and Gravel, trace Silt, Brown

Sand, some Silt, Grey, Wet

Clay, Grey, Wet


GB

GB



LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

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(tsf

)






GE

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H B

H P

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S -

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T S

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NA

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LA

B.G

DT

- 1

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14:2

3 -

Z:\0

1 P

RO

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8 JO

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Asphalt

Sand and Gravel, Some Cobbles

Sand, Brown

Sand, Grey

Sand, some Gravel, some Cobbles, Grey


STSS-1

STSS-1

STSS-2

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

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1

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.(p

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(tsf

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T G

INT

.GP

J

Asphalt

Sand, some Gravel, some Cobbles, Grey

Sand, Brown

Silty Sand, Wet


STSS-1

STSS-2

STSS-3

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

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S(N

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)

SPT N VALUE 20 40 60 80

GR

AP

HIC

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.(p

cf)

PO

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(tsf

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P S

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T G

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.GP

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Asphalt

Sand, some Gravel, Brown

Sand, Brown-Grey, Wet

Unable to Collect Sample

Sand, some Silt, trace Gravel, Brown-Grey, Native

Clay, Grey, Wet, Dense

Sand, Grey-Brown, Wet

Clay, Grey, Dense


SPTSS-1

SPTSS-2

SPTSS-3

SPTSS-4

SPTSS-5

SPTSS-6

SPTSS-7

9-14-20-18/0"

8-7-5-6/0"

1-4-6-8/0"

2-4-6-3/0"

1-3-2-4/0"

2-7-6-7/0"

4-11-5-5/0"

NOTES


LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

2

3

4

5

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

N.

(tsf

)






GE

OT

EC

H B

H P

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S -

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T S

TD

CA

NA

DA

LA

B.G

DT

- 1

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ALS

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S L

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\DU

NLO

P S

TR

EE

T G

INT

.GP

J

Topsoil

Sand, some Gravel, some Cobbles, Brown

Sand, Brown, Wet


GB

GB



LOGGED BY ND


HOLE SIZE 150 mm


CHECKED BY HA




AFTER DRILLING ---


20 40 60 80


SA

MP

LE T

YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

SPT N VALUE 20 40 60 80

GR

AP

HIC

LOG

DE

PT

H(m

)

0

1

DR

Y U

NIT

WT

.(p

cf)

PO

CK

ET

PE

N.

(tsf

)






GE

OT

EC

H B

H P

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S -

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T S

TD

CA

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LA

B.G

DT

- 1

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ALS

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1

City of Barrie Dunlop Street EA MP 0BM 18-8036, Borehole Logs

Dunlop Street EA

Site Investigation: May 2019

Logged By: Bradley Trinh

Checked By: Scott Keeley

BH E1

Lat./Long. 44.383018°, -79.705520°

UTM 17N N 4915230.73, E 603114.19

Location: Anne St, North of Dunlop

0 - 215 Asph

215 - 305 Br Sa Some Gr Some Si

305 NFP Hand Dig

BH E2-1

Lat./Long. 44.382312°, -79.706013°

UTM 17N N 4915151.4, E 603076.41

Location: Dunlop, West of Anne

0 - 152 Asph

152 - 280 Gry Sa Some Gr Some Si

(SS-1A)

Percent Passing

16.0 mm = 100%

13.2 mm = 96.5%

9.5 mm = 90.2%

4.75 mm = 81.8%

1.18 mm = 69.5%

0.300 mm = 49.5%

0.075 mm = 12.7%

w = 9.27%

280 - 736 Br Sa W Si Some Cl Tr Gr

(SS-1B)

Percent Passing

19.0 mm = 100%

13.2 mm = 98.5%

9.5 mm = 97.6%

4.75 mm = 97.5%

0.075 mm = 36.5%

0.005 mm = 15.7%

0.002 mm = 11.9%

w = 11.5%

736 - 3.66 Lt Br Sa Some Si Tr Cl Tr Gr

(Native)

(SS-3)

(SS-4)

Percent Passing

9.5 mm = 100%

4.75 mm = 99.4%

0.075 mm = 10.2%

0.005 mm = 3.6%

0.002 mm = 3.1%

w = 4.38%

(SS-5)

3.66 - 4.42 Br Sa (Moist) (SS-6)

4.42 - 5.1 Br Sa (Wet)

5.1 - 5.2 Br Sa Some Si Some Cl Tr Gr

(SS-7)

Percent Passing

9.5 mm = 100%

4.75 mm = 98.5%

0.075 mm = 25.4%

0.005 mm = 15.5%

0.002 mm = 11.9%

w = 12.52%

BH E2-2

Lat./Long. 44.382357°, -79.706049°

UTM 17N N 4915156.03, E 603073.12

Location Dunlop, West of Anne

0 - 140 Asph

140 - 5.2 Monitoring Well

BH E3

Lat./Long. 44.382093°, -79.704925°

UTM 17N N 4915128.40, E 603163.85

Location: Anne, South of Dunlop

0 - 155 Asph

155 - 865 Br Sa W Gr Some Si (SS-1)

865 - 2.1 Lt Br F Sa (SS-2) (SS-3)

2


BH E4-1

Lat./Long. 44.382863°, -79.704594°

UTM 17N N 4915214.56, E 603188.24

Location: Dunlop, East of Anne

0 - 165 Asph

165 - 395 Gry Sa W Gr Some Si (SS-1)

Percent Passing

26.5 mm = 100%

19.0 mm = 96.2%

13.2 mm = 89.8%

9.5 mm = 84.4%

4.75 mm = 73.5%

1.18 mm = 58.8%

0.300 mm = 30.1%

0.075 mm = 12.3%

Not Accept Gran A

Not Accept Gran B1

395 - 1.7 Br Sa Some Si Tr Gr (SS-2)

Percent Passing

9.5 mm = 100%

4.75 mm = 99.8%

1.18 mm = 98.4%

0.300 mm = 72.4%

0.075 mm = 10.4%

Not Accept Gran A

Not Accept Gran B1

1.7 - 2.3 Br Sa (Native) (SS-3)

w = 12.31%

2.3 - 3.0 Br Sa (Native) (SS-4)

w = 19.72%

3.0 - 4.0 Dk Br Sa (Native) (SS-5)

w = 12.0%

pH = 7.87

Resistivity = 716 ohm*cm

Redox Potential = 187 mV

Sulphides = <20 mg/kg

3.8 - 4.4 Gry Sa (Sat) (SS-6)

4.4 - 5.2 Gry Si Some Cl Tr Sa (Sat)

(SS-7)

Percent Passing

0.425 mm = 100%

0.075 mm = 99.0%

0.005 mm = 31.9%

0.002 mm = 20.1%

HSFH

Not Accept Gran A

Not Accept Gran B1

BH EW4-2

Lat./Long. 44.382808°, -79.704545°

UTM 17N N 4915208.67, E 603192.12

Location: Dunlop, East of Anne

0 - 5.2 Monitoring Well

BH EW-5

Lat./Long. 44.381488°, -79.706357°

UTM 17N N 4915059.15, E 603050.98

Location: Hart, South of Dunlop

0 - 102 Asph


610 - 1.7 Br Sa Some Gr Some Si (SS-2)

1.7 - 2.1 Br Sa Tr Si (SS-3)

BH W1

Lat./Long. 44.379449°, -79.713997°

UTM 17N N 4914823.59, E 602445.53

Location: Cedar Point, North of Dunlop

0 - 115 Asph

115 - 600 Br Sa and Gr Tr Si (SS-1)

600 - 1.22 Sa Some Gr Some Cob

1.22 - 1.8 Gry Si(y) Cl (Moist) (SS-2)

3


BH W2-1

Lat./Long. 44.378493°, -79.714645°

UTM 17N N 4914716.26, E 602395.00

Location: Dunlop, West of Cedar Point

0 - 120 Asph


w = 4.06%

480 - 1.5 Br Sa W Gr Tr Si

1.5 - 1.9 Br Sa and Gr Tr Si (SS-2)

w = 14.91%

1.9 - 2.6 Drk Br Sa W Gr Tr Si Tr Cob

(SS-3)

2.6 - 2.9 Gry Si (Damp) (SS-3)

2.9 - 3.4 Gry Sa (Saturated) (SS-4)

3.4 - 3.7 Gry Si (Saturated)

3.7 - 4.4 Gry Si(y) Sa (Saturated) (SS-5)

4.4 - 5.2 Gry Sa (Saturated)

BH W3

Lat./Long. 44.377097°, -79.716207°

UTM 17N N 4914559.29, E 602273.56

Location: Sarjeant, South of Dunlop

0 - 115 Asph


710 - 1.7 Br Sa Tr Cob Tr Gr (SS-2)

1.7 - 2.0 Drk Br Sa Some Si (SS-3)

2.0 - 2.3 Sa Some Si Tr Roots

BH W4-1

Lat./Long. 44.377244°, -79.717271°

UTM 17N N 4914574.71, E 602188.70

Location: Dunlop, West of Sarjeant

0 - 155 Asph


610 - 1.7 Br Sa Tr Gr (SS-2)

1.7 - 2.9 Br-Gry F-Co Sa Some Gr (Wet)

(SS-3)

(SS-4)

2.9 - 4.6 Br-Gry Co Sa Some Gr (Wet)

(SS-5)

(SS-6)

4.6 - 5.2 Gr Cl (Wet) (Soft) (SS-7)

BH W4-2

Lat./Long. 44.377243°, -79.717171°

UTM 17N N 4914567.47, E 602196.94

Location: Dunlop, West of Sarjeant

0 - 50 Topsoil

50 - 380 Br Sa Some Gr Some Org

380 - 1.1 Lt Br Sa (Damp)

*Monitoring Well Installation

BH W5-1

Lat./Long. 44.376553°, -79.719043°

UTM 17N N 4914495.56, E 602048.98

Location: Dunlop, East of Ferndale

0 - 205 Asph


Percent Passing

26.5 mm = 100%

19.0 mm = 97.1%

13.2 mm = 92.1%

9.5 mm = 86.1%

4.75 mm = 75.0%

1.18 mm = 57.5%

0.300 mm = 28.7%

0.075 mm = 13.0%

Not Accept Gran A

Not Accept Gran B1

500 - 1.1 Br Sa Some Gr Some Si (SS-2)

Percent Passing

26.5 mm = 93.2%

19.0 mm = 90.1%

13.2 mm = 88.2%

9.5 mm = 86.7%

4.75 mm = 81.4%

1.18 mm = 68.3%

0.300 mm = 43.6%

0.075 mm = 17.7%

Not Accept Gran A

Not Accept Gran B1

1.1 - 3.7 Br-Gry Sa Tr Gr Tr Si (Wet)

(SS-3) (SS-4) (SS-5)

Percent Passing

13.2 mm = 100%

9.5 mm = 98.8%

4


4.75 mm = 94.3%

0.075 mm = 9.4%

0.005 mm = 3.9%

0.002 mm = 3.3%

3.7 - 5.2 Gry Cl (Dense) (SS-6)

w = 18.2%

pH = 7.73

Resistivity = 2360 ohm*cm

Redox Potential = 139 mV

Sulphides = <20 mg/kg

BH W5-2

Lat./Long. 44.376608°, -79.719155°

UTM 17N N 4914501.65, E 602038.94

Location: Dunlop, East of Ferndale

0 - 50 Topsoil

50 - 600 Br Sa and Gr Tr Si

600 - 3.1 Gry Sa Some Si (Wet)

3.1 - 4.6 Gry Cl (Wet)


BH W6

Lat./Long. 44.376496°, -79.720413°

UTM 17N N 4914487.26, E 601939.77

Location: Ferndale, North of Dunlop

0 - 150 Asph

150 - 830 Br Sa and Gr Some Cob (SS-1A)

830 - 1.1 Br Sa Tr Si (SS-1B)

1.1 - 1.7 Gry Sa Tr Si

1.7 - 2.2 Gry Sa Some Gr and Cob (SS-2)

BH W7

Lat./Long. 44.375553°, -79.719781°

UTM 17N N 4914383.58, E 601991.53

Location: Ferndale, South of Dunlop

0 - 125 Asph

125 - 660 Br Sa Some Gr Some Cob

(SS-1)

660 - 1.8 Br Sa Tr Si (SS-1B)

1.8 - 2.1 Si(y) Sa (Wet) (SS-3)

BH W8-1

Lat./Long. 44.375690°, -79.720794°

UTM 17N N 4914397.89, E 601910.01

Location: Dunlop, West of Ferndale

0 - 150 Asph

150 - 1.5 Br Gr(y) Sa Tr Si (SS-1)

Percent Passing

19.0 mm = 100%

13.2 mm = 95.2%

9.5 mm = 87.4%

4.75 mm = 67.9%

1.18 mm = 40.9%

0.300 mm = 17.2%

0.075 mm = 6.6%

Not Accept Gran A

Accept Gran B1

(SS-2)

1.5 - 2.1 Br-Gry Sa (Wet) (SS-3)

2.1 - 2.9 No Sample (SS-4)

2.9 - 4.0 Br-Gry Sa Some Si Tr Gr

(Native) (SS-5)

4.0 - 5.1 Gry-Br Sa (Wet) (SS-6)

5.1 - 5.2 Gry Cl (Dense) (SS-7)

BH W8-2

Lat./Long. 44.375636°, -79.720745°

UTM 17N N 4914391.18, E 601914.45

Location: Dunlop, West of Ferndale

0 - 50 Topsoil

50 - 1.4 Br Sa Some Gr Some Cob

1.4 - 1.5 Br Sa (Wet)



APPENDIX D: SOIL AND AGGREGATE GEOTECHNICAL LABORATORYRESULTS

ASTM D 2216

Depth Sample

Taken ( m )

Sample

Container I.D.

Wet Sample +

Tare (A)

Dry Sample +

Tare (B)Tare (C)

Mass of

Sample (D)

(B-C)

% Moisture

(A-B)/Dx100

0.15-0.30 Tr.213 446.09 421.36 154.47 266.89 9.27

0.30-0.61 Tr.102 651.74 598.68 137.43 461.25 11.50

2.30-2.90 Tr.137 541.71 524.57 132.92 391.65 4.38

4.60-5.20 Tr.209 1140.10 1033.68 183.59 850.09 12.52

1.52-2.13 Tr.61 161.34 149.46 52.89 96.57 12.31

2.29-2.90 Tr.90 205.98 180.78 52.97 127.81 19.72

0.00-0.61 Tr.75 152.79 148.90 53.18 95.72 4.06

1.52-2.13 Tr.169 756.98 676.05 133.42 542.63 14.91

1.52-2.13 Tr.161 416.18 375.40 133.42 241.98 16.85

2.29-2.90 Tr.47 212.26 188.16 52.88 135.28 17.81

2.29-2.90 Tr.23 223.39 200.62 53.34 147.28 15.46

3.05-3.66 Tr.71 218.77 196.01 52.80 143.21 15.89

0.00-0.70 Tr.120 635.31 617.06 132.04 485.02 3.76

0.76-1.37 Tr.202 672.68 596.37 196.09 400.28 19.06

1.52-2.14 Tr.89 248.29 226.22 53.20 173.02 12.76

3.81-4.42 Tr.68 241.48 221.69 52.75 168.94 11.71

4.57-5.20 Tr.167 904.74 771.15 132.98 638.17 20.93

0.00-0.61 Tr.104 652.71 640.28 132.95 507.33 2.45

0.76-1.37 Tr.210 552.75 524.16 180.34 343.82 8.32

2.29-2.90 Tr.7 216.87 191.39 53.48 137.91 18.48

3.05-3.66 Tr.121 395.02 368.92 189.34 179.58 14.53

4.57-5.18 Tr.8 185.06 161.82 53.25 108.57 21.41

0.00-0.61 Tr.212 933.10 899.90 182.41 717.49 4.63

0.76-1.37 Tr.203 947.80 909.49 153.28 756.21 5.07

3.05-3.66 Tr.94 193.27 171.71 53.89 117.82 18.30

3.81-4.42 Tr.199 771.38 664.00 128.70 535.30 20.06

4.57-5.20 Tr.22 219.84 195.07 53.49 141.58 17.50

W8-1 SS5

W2-1 SS1

W5-1 SS4

Non-Comformance's from Test Procedure: N/A

Comments:

Checked by: H.S. Signature:

W4-1 SS2

W4-1 SS4

W4-1 SS6

W4-1 SS7

W5-1 SS1

W5-1 SS2

W5-1 SS5

W5-1 SS7

W8-1SS1

W8-1 SS2

W8-1 SS6B

W8-1 SS7

W2-1 SS3

W2-1 SS3B

W2-1 SS5

W4-1 SS1

E4-1 SS3

E4-1 SS4

W2-1 SS2A

W2-1 SS2B

E2 SS1A

E2 SS1B

E2 SS4

E2 SS7

Project Name/Location: City of Barrie - Dunlop St. EA Study Date Tested: 05/22/19

Material Type: Soils Lab Sample No.: OL-19023

Borehole No.

Dunlop St.

Project No.: BM18-8036 Date Received: 05/10/19

WATER CONTENT DETERMINATION

Test Method Utilized MTO LS-701 AASHTO T-265

ASTM D 2216

Depth Sample

Taken ( m )

Sample

Container I.D.

Wet Sample +

Tare (A)

Dry Sample +

Tare (B)Tare (C)

Mass of

Sample (D)

(B-C)

% Moisture

(A-B)/Dx100

0.00-0.70 Tr.46 215.64 212.20 52.90 159.30 2.16

0.76-1.37 Tr.41 154.58 151.76 53.01 98.75 2.86

1.52-2.14 Tr.48 158.28 155.05 53.53 101.52 3.18

0.00-0.70 Tr.56 153.71 150.04 53.19 96.85 3.79

0.76-1.37 Tr.81 161.68 157.24 53.47 103.77 4.28

1.52-2.14 Tr.51 148.87 143.53 53.60 89.93 5.94

0.00-1.22 Tr.52 201.64 187.01 52.68 134.33 10.89

1.22-1.83 Tr.43 205.48 180.11 52.98 127.13 19.96

0.00-0.70 Tr.65 173.97 164.59 53.57 111.02 8.45

0.76-1.37 Tr.13 166.89 156.52 53.24 103.28 10.04

1.52-2.14 Tr.67 189.75 154.58 52.49 102.09 34.45

0.00-0.70 Tr.28 167.59 164.23 52.95 111.28 3.02

0.76-1.37 Tr.87 190.08 177.26 53.20 124.06 10.33

1.52-2.14 Tr.92 210.86 190.87 52.82 138.05 14.48

0.00-0.70 Tr.85 194.79 183.70 52.80 130.90 8.47

0.76-1.37 Tr.66 195.71 174.49 54.04 120.45 17.62

1.52-2.14 Tr.9 187.65 164.43 53.14 111.29 20.86

Comments:

Checked by: H.S. Signature:

Non-Comformance's from Test Procedure: N/A

Ferndale Dr.

W6 SS1A

W6 SS1B

W6 SS2

W7 SS1A

W7 SS1B

Sarjeant Dr.

W3 SS1

W3 SS2

W3 SS3

W7 SS2

E5 SS2

E5 SS3

Cedar Point Dr.

W1 SS1

W1 SS2

WATER CONTENT DETERMINATION

Test Method Utilized MTO LS-701 AASHTO T-265

Project No.: BM18-8036 Date Received: 05/10/19

E5 SS1

Project Name/Location: City of Barrie - Dunlop St. EA Study Date Tested: 05/22/19

Material Type: Soils Lab Sample No.: OL-19023

Borehole No.

Anne St.

E3 SS1

E3 SS2

E3 SS3

Hart Dr.

Th

ese

re

su

lts a

re fo

r th

e e

xclu

siv

e u

se

of th

e c

lien

t fo

r w

ho

m th

ey w

ere

ob

tain

ed

.

Checked By: H.Smith

Client:

Project:

Project No.: Figure

City of Barrie

Dunlop St. Environmental Assessment

BM18-8036 1 of 3

SYMBOL SOURCESAMPLE DEPTH

Material Description USCSNO. (ft.)

SOIL DATA

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T C

OA

RS

ER

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100

% CobblesCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 18.2 8.4 16.0 44.7 12.7

0.0 0.0 2.5 0.4 7.4 53.2 24.3 12.2

0.0 0.0 0.6 0.2 5.8 83.2 7.1 3.1

0.0 0.0 1.5 4.4 25.2 43.5 16.1 9.3

0.0 3.4 5.5 1.7 13.7 49.8 17.7 8.2

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report

Dunlop St. E2SS1A 0.15-0.30 Sand some Gravel some Silt

Dunlop St. E2SS1B 0.30-0.61 Sand with Silt some Clay trace Gravel

Dunlop St. E2SS4 2.30-2.90 Sand trace Silt trace Clay trace Gravel

Dunlop St. E2SS7 4.60-5.20 Sand some Silt trace Clay trace Gravel

Dunlop St. W2-2SS2A 1.52-2.13 Sand some Silt trace Gravel trace Clay

McIntosh Perry

GRAIN SIZE DISTRIBUTION TEST DATA 2019-05-31

Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.15-0.30 Sample Number: E2SS1AMaterial Description: Sand some Gravel some SiltChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

266.89 0.00 0.00 16.0mm 0.00 100.0 0.0

13.2mm 9.31 96.5 3.5

9.5mm 26.19 90.2 9.8

4.75mm 48.48 81.8 18.2

2.36mm 67.31 74.8 25.2

1.18mm 81.27 69.5 30.5

0.600mm 99.32 62.8 37.2

0.300mm 134.80 49.5 50.5

0.150mm 192.68 27.8 72.2

0.075mm 233.00 12.7 87.3

Fractional Components

Cobbles

0.0

Gravel

Coarse

0.0

Fine

18.2

Total

18.2

Sand

Coarse

8.4

Medium

16.0

Fine

44.7

Total

69.1

Fines

Silt Clay Total

12.7

D5 D10 D15

0.0849

D20

0.1091

D30

0.1617

D40

0.2206

D50

0.3056

D60

0.4940

D80

3.9770

D85

6.4872

D90

9.3971

D95

12.2136

FinenessModulus

2.44

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.30-0.61 Sample Number: E2SS1BMaterial Description: Sand with Silt some Clay trace GravelChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

461.25 0.00 0.00 19.0mm 0.00 100.0 0.0

16.0mm 7.04 98.5 1.5

13.2mm 7.04 98.5 1.5

9.5mm 11.07 97.6 2.4

4.75mm 11.60 97.5 2.5

2.0mm 13.16 97.1 2.9

105.18 0.00 0.00 0.850mm 1.57 95.7 4.3

0.425mm 8.02 89.7 10.3

0.250mm 21.25 77.5 22.5

0.106mm 56.73 44.7 55.3

0.075mm 65.63 36.5 63.5

Hydrometer Test Data

Hydrometer test uses material passing #10Percent passing #10 based upon complete sample = 97.1Weight of hydrometer sample =105.18Automatic temperature correction Composite correction (fluid density and meniscus height) at 20 deg. C = -5.0Meniscus correction only = -1.0Specific gravity of solids = 2.718Hydrometer type = 152H Hydrometer effective depth equation: L = 16.4047 - 0.190 x Rm

ElapsedTime (min.)

Temp.(deg. C.)

ActualReading

CorrectedReading K Rm

Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 39.0 34.3 0.0131 38.0 9.2 0.0397 31.2 68.8

2.00 21.7 36.0 31.3 0.0131 35.0 9.8 0.0289 28.5 71.5

5.00 21.7 33.0 28.3 0.0131 32.0 10.3 0.0188 25.8 74.2

15.00 21.7 29.0 24.3 0.0131 28.0 11.1 0.0113 22.1 77.9

30.00 21.7 26.0 21.3 0.0131 25.0 11.7 0.0082 19.4 80.6

60.00 21.7 23.0 18.3 0.0131 22.0 12.2 0.0059 16.7 83.3

250.00 21.7 19.5 14.8 0.0131 18.5 12.9 0.0030 13.5 86.5

1440.00 21.7 16.5 11.8 0.0131 15.5 13.5 0.0013 10.8 89.2

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

0.0

Fine

2.5

Total

2.5

Sand

Coarse

0.4

Medium

7.4

Fine

53.2

Total

61.0

Fines

Silt

24.3

Clay

12.2

Total

36.5

D5 D10 D15

0.0044

D20

0.0087

D30

0.0343

D40

0.0893

D50

0.1234

D60

0.1588

D80

0.2709

D85

0.3290

D90

0.4325

D95

0.7313

FinenessModulus

0.77

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 2.30-2.90 Sample Number: E2SS4Material Description: Sand trace Silt trace Clay trace GravelChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

391.65 0.00 0.00 9.5mm 0.00 100.0 0.0

4.75mm 2.46 99.4 0.6

2.00mm 3.24 99.2 0.8

122.78 0.00 0.00 0.850mm 0.80 98.5 1.5

0.425mm 7.11 93.4 6.6

0.250mm 33.50 72.1 27.9

0.106mm 99.40 18.9 81.1

0.075mm 110.18 10.2 89.8



ElapsedTime (min.)

Temp.(deg. C.)

ActualReading


Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 8.0 7.3 0.0131 7.0 15.5 0.0517 5.8 94.2

2.00 21.7 7.5 6.8 0.0131 6.5 15.6 0.0366 5.4 94.6

5.00 21.7 7.0 6.3 0.0131 6.0 15.7 0.0232 5.1 94.9

15.00 21.7 6.5 5.8 0.0131 5.5 15.8 0.0135 4.7 95.3

30.00 21.7 6.0 5.3 0.0131 5.0 15.9 0.0095 4.3 95.7

60.00 21.7 5.5 4.8 0.0131 4.5 16.0 0.0068 3.9 96.1

250.00 21.7 5.0 4.3 0.0131 4.0 16.1 0.0033 3.5 96.5

1440.00 20.8 4.5 3.6 0.0133 3.5 16.1 0.0014 2.9 97.1

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

0.0

Fine

0.6

Total

0.6

Sand

Coarse

0.2

Medium

5.8

Fine

83.2

Total

89.2

Fines

Silt

7.1

Clay

3.1

Total

10.2

D5

0.0221

D10

0.0742

D15

0.0944

D20

0.1089

D30

0.1322

D40

0.1547

D50

0.1789

D60

0.2067

D80

0.2899

D85

0.3246

D90

0.3736

D95

0.4601

FinenessModulus

0.85

Cu

2.79

Cc

1.14

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 4.60-5.20 Sample Number: E2SS7Material Description: Sand some Silt trace Clay trace GravelChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

850.09 0.00 0.00 9.5mm 0.00 100.0 0.0

4.75mm 12.84 98.5 1.5

2.00mm 50.06 94.1 5.9

100.39 0.00 0.00 0.850mm 9.56 85.1 14.9

0.425mm 26.88 68.9 31.1

0.250mm 48.05 49.1 50.9

0.106mm 69.45 29.0 71.0

0.075mm 73.34 25.4 74.6



ElapsedTime (min.)

Temp.(deg. C.)

ActualReading


Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 30.0 25.3 0.0131 29.0 10.9 0.0433 23.4 76.6

2.00 21.7 29.0 24.3 0.0131 28.0 11.1 0.0309 22.5 77.5

5.00 21.7 25.5 20.8 0.0131 24.5 11.7 0.0201 19.3 80.7

15.00 21.7 23.0 18.3 0.0131 22.0 12.2 0.0118 16.9 83.1

30.00 21.7 21.0 16.3 0.0131 20.0 12.6 0.0085 15.1 84.9

60.00 21.7 20.0 15.3 0.0131 19.0 12.8 0.0061 14.2 85.8

250.00 21.7 16.5 11.8 0.0131 15.5 13.5 0.0030 10.9 89.1

1440.00 21.7 13.5 8.8 0.0131 12.5 14.0 0.0013 8.2 91.8

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

0.0

Fine

1.5

Total

1.5

Sand

Coarse

4.4

Medium

25.2

Fine

43.5

Total

73.1

Fines

Silt

16.1

Clay

9.3

Total

25.4

D5 D10

0.0024

D15

0.0083

D20

0.0222

D30

0.1136

D40

0.1858

D50

0.2567

D60

0.3338

D80

0.6404

D85

0.8419

D90

1.2364

D95

2.2849

FinenessModulus

1.47

Cu

137.26

Cc

15.90

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 1.52-2.13 Sample Number: W2-2SS2AMaterial Description: Sand some Silt trace Gravel trace ClayChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

542.63 0.00 0.00 26.5mm 0.00 100.0 0.0

19.0mm 18.73 96.5 3.5

16.0mm 26.30 95.2 4.8

13.2mm 26.30 95.2 4.8

9.5mm 36.89 93.2 6.8

4.75mm 48.19 91.1 8.9

2.0mm 57.66 89.4 10.6

74.88 0.00 0.00 0.850mm 2.82 86.0 14.0

0.425mm 11.43 75.7 24.3

0.250mm 26.30 58.0 42.0

0.106mm 48.87 31.0 69.0

0.075mm 53.21 25.9 74.1



ElapsedTime (min.)

Temp.(deg. C.)

ActualReading


Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 22.0 17.3 0.0131 21.0 12.4 0.0461 20.4 79.6

2.00 21.7 20.0 15.3 0.0131 19.0 12.8 0.0331 18.0 82.0

5.00 21.7 18.0 13.3 0.0131 17.0 13.2 0.0212 15.7 84.3

15.00 21.7 16.0 11.3 0.0131 15.0 13.6 0.0124 13.3 86.7

30.00 21.7 14.5 9.8 0.0131 13.5 13.8 0.0089 11.6 88.4

60.00 21.7 14.0 9.3 0.0131 13.0 13.9 0.0063 11.0 89.0

250.00 21.7 12.0 7.3 0.0131 11.0 14.3 0.0031 8.6 91.4

1440.00 20.8 11.5 6.6 0.0132 10.5 14.4 0.0013 7.8 92.2

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

3.4

Fine

5.5

Total

8.9

Sand

Coarse

1.7

Medium

13.7

Fine

49.8

Total

65.2

Fines

Silt

17.7

Clay

8.2

Total

25.9

D5 D10

0.0046

D15

0.0181

D20

0.0441

D30

0.1002

D40

0.1499

D50

0.2013

D60

0.2639

D80

0.5153

D85

0.7504

D90

2.6313

D95

12.4059

FinenessModulus

1.54

Cu

57.91

Cc

8.35

Th

ese

re

su

lts a

re fo

r th

e e

xclu

siv

e u

se

of th

e c

lien

t fo

r w

ho

m th

ey w

ere

ob

tain

ed

.

Checked By: H.Smith

Client:

Project:

Project No.: Figure

City of Barrie


BM18-8036 2 of 3



SOIL DATA

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T C

OA

RS

ER

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100

% CobblesCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 6.2 2.0 13.5 51.3 19.0 8.0

0.0 3.8 22.7 9.0 25.2 27.0 12.3

0.0 0.0 0.2 0.6 11.9 76.9 10.4

0.0 0.0 0.0 0.0 0.0 1.0 78.1 20.9

0.0 2.8 22.2 10.8 27.8 23.4 13.0

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200


Dunlop St. W2-2SS2B 1.52-2.13 Sand with Silt trace Clay trace Gravel

Dunlop St. W4-1SS1 0.00-0.70 Sand with Gravel some Silt

Dunlop St. W4-1SS2 0.76-1.37 Sand some Silt trace Gravel

Dunlop St. W4-1SS7 4.57-5.20 Silt with Clay trace Sand ML

Dunlop St. W5-1SS1 0.00-0.61 Sand with Gravel some Silt

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 1.52-2.13 Sample Number: W2-2SS2BMaterial Description: Sand with Silt trace Clay trace GravelChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

241.98 0.00 0.00 19.0mm 0.00 100.0 0.0

16.0mm 9.44 96.1 3.9

13.2mm 9.44 96.1 3.9

9.5mm 9.44 96.1 3.9

4.75mm 14.93 93.8 6.2

2.0mm 19.76 91.8 8.2

104.66 0.00 0.00 0.850mm 3.60 88.7 11.3

0.425mm 15.47 78.3 21.7

0.250mm 36.38 59.9 40.1

0.106mm 67.91 32.2 67.8

0.075mm 73.85 27.0 73.0



ElapsedTime (min.)

Temp.(deg. C.)

ActualReading


Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 28.0 23.3 0.0131 27.0 11.3 0.0440 20.2 79.8

2.00 21.7 25.0 20.3 0.0131 24.0 11.8 0.0319 17.6 82.4

5.00 21.7 22.5 17.8 0.0131 21.5 12.3 0.0206 15.4 84.6

15.00 21.7 20.0 15.3 0.0131 19.0 12.8 0.0121 13.3 86.7

30.00 21.7 17.5 12.8 0.0131 16.5 13.3 0.0087 11.1 88.9

60.00 21.7 16.5 11.8 0.0131 15.5 13.5 0.0062 10.2 89.8

250.00 21.7 15.0 10.3 0.0131 14.0 13.7 0.0031 8.9 91.1

1440.00 20.8 13.0 8.1 0.0133 12.0 14.1 0.0013 7.0 93.0

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

0.0

Fine

6.2

Total

6.2

Sand

Coarse

2.0

Medium

13.5

Fine

51.3

Total

66.8

Fines

Silt

19.0

Clay

8.0

Total

27.0

D5 D10

0.0053

D15

0.0182

D20

0.0432

D30

0.0931

D40

0.1435

D50

0.1925

D60

0.2506

D80

0.4554

D85

0.5942

D90

1.0640

D95

6.6692

FinenessModulus

1.34

Cu

46.99

Cc

6.49

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.00-0.70 Sample Number: W4-1SS1Material Description: Sand with Gravel some SiltChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

485.02 0.00 0.00 26.5mm 0.00 100.0 0.0

19.0mm 18.61 96.2 3.8

16.0mm 25.68 94.7 5.3

13.2mm 49.63 89.8 10.2

9.5mm 75.85 84.4 15.6

4.75mm 128.51 73.5 26.5

2.36mm 164.48 66.1 33.9

1.18mm 199.67 58.8 41.2

0.600mm 251.79 48.1 51.9

0.300mm 339.23 30.1 69.9

0.150mm 397.70 18.0 82.0

0.075mm 425.24 12.3 87.7


Cobbles

0.0

Gravel

Coarse

3.8

Fine

22.7

Total

26.5

Sand

Coarse

9.0

Medium

25.2

Fine

27.0

Total

61.2

Fines

Silt Clay Total

12.3

D5 D10 D15

0.1098

D20

0.1755

D30

0.2993

D40

0.4366

D50

0.6566

D60

1.3048

D80

7.1397

D85

9.9754

D90

13.3192

D95

16.3040

FinenessModulus

3.25

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.76-1.37 Sample Number: W4-1SS2Material Description: Sand some Silt trace GravelChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

400.28 0.00 0.00 9.5mm 0.00 100.0 0.0

4.75mm 0.88 99.8 0.2

2.36mm 2.53 99.4 0.6

1.18mm 6.53 98.4 1.6

0.600mm 23.86 94.0 6.0

0.300mm 110.47 72.4 27.6

0.150mm 301.75 24.6 75.4

0.075mm 358.53 10.4 89.6


Cobbles

0.0

Gravel

Coarse

0.0

Fine

0.2

Total

0.2

Sand

Coarse

0.6

Medium

11.9

Fine

76.9

Total

89.4

Fines

Silt Clay Total

10.4

D5 D10 D15

0.1143

D20

0.1352

D30

0.1649

D40

0.1911

D50

0.2184

D60

0.2494

D80

0.3475

D85

0.3949

D90

0.4727

D95

0.6513

FinenessModulus

1.11

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 4.57-5.20 Sample Number: W4-1SS7Material Description: Silt with Clay trace SandUSCS: MLChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

638.17 0.00 0.00 2.00mm 0.00 100.0 0.0

62.82 0.00 0.00 0.850mm 0.00 100.0 0.0

0.425mm 0.00 100.0 0.0

0.250mm 0.20 99.7 0.3

0.106mm 0.37 99.4 0.6

0.075mm 0.60 99.0 1.0



ElapsedTime (min.)

Temp.(deg. C.)

ActualReading


Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 53.0 48.3 0.0130 52.0 6.5 0.0333 75.6 24.4

2.00 21.7 50.5 45.8 0.0130 49.5 7.0 0.0244 71.7 28.3

5.00 21.7 45.0 40.3 0.0130 44.0 8.0 0.0166 63.1 36.9

15.00 21.7 37.0 32.3 0.0130 36.0 9.6 0.0104 50.6 49.4

30.00 21.7 31.5 26.8 0.0130 30.5 10.6 0.0078 42.0 58.0

60.00 21.7 26.5 21.8 0.0130 25.5 11.6 0.0057 34.2 65.8

250.00 21.7 20.5 15.8 0.0130 19.5 12.7 0.0029 24.8 75.2

1440.00 20.8 15.5 10.6 0.0132 14.5 13.6 0.0013 16.6 83.4

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

0.0

Fine

0.0

Total

0.0

Sand

Coarse

0.0

Medium

0.0

Fine

1.0

Total

1.0

Fines

Silt

78.1

Clay

20.9

Total

99.0

D5 D10 D15 D20

0.0018

D30

0.0046

D40

0.0072

D50

0.0102

D60

0.0147

D80

0.0396

D85

0.0460

D90

0.0530

D95

0.0619

FinenessModulus

0.01

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.00-0.61 Sample Number: W5-1SS1Material Description: Sand with Gravel some SiltChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

507.33 0.00 0.00 26.5mm 0.00 100.0 0.0

19.0mm 14.71 97.1 2.9

16.0mm 34.45 93.2 6.8

13.2mm 40.10 92.1 7.9

9.5mm 70.48 86.1 13.9

4.75mm 127.07 75.0 25.0

2.36mm 171.73 66.2 33.8

1.18mm 215.66 57.5 42.5

0.600mm 281.68 44.5 55.5

0.300mm 361.72 28.7 71.3

0.150mm 414.79 18.2 81.8

0.075mm 441.59 13.0 87.0


Cobbles

0.0

Gravel

Coarse

2.8

Fine

22.2

Total

25.0

Sand

Coarse

10.8

Medium

27.8

Fine

23.4

Total

62.0

Fines

Silt Clay Total

13.0

D5 D10 D15

0.1027

D20

0.1750

D30

0.3195

D40

0.4948

D50

0.7758

D60

1.4087

D80

6.8159

D85

9.0167

D90

11.3598

D95

17.4310

FinenessModulus

3.27

Th

ese

re

su

lts a

re fo

r th

e e

xclu

siv

e u

se

of th

e c

lien

t fo

r w

ho

m th

ey w

ere

ob

tain

ed

.

Checked By: H.Smith

Client:

Project:

Project No.: Figure

City of Barrie


BM18-8036 3 of 3



SOIL DATA

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T C

OA

RS

ER

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100

% CobblesCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 9.9 8.7 7.6 21.8 34.3 17.7

0.0 0.0 5.7 2.7 16.2 66.0 6.0 3.4

0.0 0.0 32.1 20.2 23.5 17.6 6.6

0.0 1.4 26.7 20.7 25.7 19.3 6.2

0.0 0.0 0.1 0.0 0.2 3.0 83.3 13.4

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200


Dunlop St. W5-1SS2 0.76-1.37 Sand some Gravel some Silt

Dunlop St. W5-1SS5 3.05-3.66 Sand trace Silt trace Gravel trace Clay

Dunlop St. W8-1SS1 0.00-0.61 Gravelly Sand trace Silt

Dunlop St. W8-1SS2 0.76-1.37 Sand with Gravel trace Silt

Dunlop St. W8-1SS6B 3.81-4.42 Silt some Clay trace Sand trace Gravel ML

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.76-1.37 Sample Number: W5-1SS2Material Description: Sand some Gravel some SiltChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

343.82 0.00 0.00 37.5mm 0.00 100.0 0.0

26.5mm 23.29 93.2 6.8

19.0mm 34.19 90.1 9.9

16.0mm 40.74 88.2 11.8

13.2mm 40.74 88.2 11.8

9.5mm 45.56 86.7 13.3

4.75mm 63.94 81.4 18.6

2.36mm 84.89 75.3 24.7

1.18mm 108.87 68.3 31.7

0.600mm 141.33 58.9 41.1

0.300mm 193.75 43.6 56.4

0.150mm 251.67 26.8 73.2

0.075mm 282.90 17.7 82.3


Cobbles

0.0

Gravel

Coarse

9.9

Fine

8.7

Total

18.6

Sand

Coarse

7.6

Medium

21.8

Fine

34.3

Total

63.7

Fines

Silt Clay Total

17.7

D5 D10 D15 D20

0.0934

D30

0.1747

D40

0.2606

D50

0.3894

D60

0.6396

D80

4.0168

D85

7.4712

D90

18.9101

D95

29.6371

FinenessModulus

2.69

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 3.05-3.66 Sample Number: W5-1SS5Material Description: Sand trace Silt trace Gravel trace ClayChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

179.58 0.00 0.00 13.2mm 0.00 100.0 0.0

9.5mm 2.16 98.8 1.2

4.75mm 10.16 94.3 5.7

2.0mm 15.12 91.6 8.4

126.68 0.00 0.00 0.850mm 5.73 87.4 12.6

0.425mm 22.34 75.4 24.6

0.250mm 56.21 50.9 49.1

0.106mm 107.05 14.2 85.8

0.075mm 113.65 9.4 90.6



ElapsedTime (min.)

Temp.(deg. C.)

ActualReading


Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 10.0 9.3 0.0131 9.0 15.1 0.0511 6.7 93.3

2.00 21.7 9.0 8.3 0.0131 8.0 15.3 0.0363 5.9 94.1

5.00 21.7 8.0 7.3 0.0131 7.0 15.5 0.0231 5.2 94.8

15.00 21.7 7.5 6.8 0.0131 6.5 15.6 0.0134 4.9 95.1

30.00 21.7 7.0 6.3 0.0131 6.0 15.7 0.0095 4.5 95.5

60.00 21.7 6.5 5.8 0.0131 5.5 15.8 0.0067 4.2 95.8

250.00 21.7 6.0 5.3 0.0131 5.0 15.9 0.0033 3.8 96.2

1440.00 21.7 5.0 4.3 0.0131 4.0 16.1 0.0014 3.1 96.9

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

0.0

Fine

5.7

Total

5.7

Sand

Coarse

2.7

Medium

16.2

Fine

66.0

Total

84.9

Fines

Silt

6.0

Clay

3.4

Total

9.4

D5

0.0167

D10

0.0798

D15

0.1097

D20

0.1294

D30

0.1652

D40

0.2027

D50

0.2455

D60

0.2978

D80

0.4977

D85

0.6590

D90

1.2956

D95

5.3022

FinenessModulus

1.56

Cu

3.73

Cc

1.15

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.00-0.61 Sample Number: W8-1SS1Material Description: Gravelly Sand trace SiltChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

717.49 0.00 0.00 19.0mm 0.00 100.0 0.0

16.0mm 8.43 98.8 1.2

13.2mm 34.78 95.2 4.8

9.5mm 90.26 87.4 12.6

4.75mm 230.11 67.9 32.1

2.36mm 354.83 50.5 49.5

1.18mm 423.96 40.9 59.1

0.600mm 492.40 31.4 68.6

0.300mm 593.99 17.2 82.8

0.150mm 647.61 9.7 90.3

0.075mm 670.17 6.6 93.4


Cobbles

0.0

Gravel

Coarse

0.0

Fine

32.1

Total

32.1

Sand

Coarse

20.2

Medium

23.5

Fine

17.6

Total

61.3

Fines

Silt Clay Total

6.6

D5 D10

0.1562

D15

0.2602

D20

0.3482

D30

0.5588

D40

1.0915

D50

2.2920

D60

3.5640

D80

7.2136

D85

8.6531

D90

10.5527

D95

13.1106

FinenessModulus

3.95

Cu

22.82

Cc

0.56

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 0.76-1.37 Sample Number: W8-1SS2Material Description: Sand with Gravel trace SiltChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

756.21 0.00 0.00 26.5mm 0.00 100.0 0.0

19.0mm 10.43 98.6 1.4

16.0mm 10.43 98.6 1.4

13.2mm 25.69 96.6 3.4

9.5mm 61.82 91.8 8.2

4.75mm 212.69 71.9 28.1

2.36mm 347.64 54.0 46.0

1.18mm 421.80 44.2 55.8

0.600mm 500.81 33.8 66.2

0.300mm 623.73 17.5 82.5

0.150mm 684.78 9.4 90.6

0.075mm 709.37 6.2 93.8


Cobbles

0.0

Gravel

Coarse

1.4

Fine

26.7

Total

28.1

Sand

Coarse

20.7

Medium

25.7

Fine

19.3

Total

65.7

Fines

Silt Clay Total

6.2

D5 D10

0.1627

D15

0.2595

D20

0.3377

D30

0.5088

D40

0.8551

D50

1.8514

D60

3.1070

D80

6.1246

D85

7.2100

D90

8.7164

D95

11.6499

FinenessModulus

3.79

Cu

19.09

Cc

0.51

McIntosh Perry


Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 3.81-4.42 Sample Number: W8-1SS6BMaterial Description: Silt some Clay trace Sand trace GravelUSCS: MLChecked by: H.Smith

Sieve Test Data

DrySample

and Tare(grams)

Tare(grams)

CumulativePan

Tare Weight(grams)

SieveOpening

Size

CumulativeWeight

Retained(grams)

PercentFiner

PercentRetained

535.30 0.00 0.00 9.5mm 0.00 100.0 0.0

4.75mm 0.37 99.9 0.1

2.00mm 0.65 99.9 0.1

72.78 0.00 0.00 0.850mm 0.00 99.9 0.1

0.425mm 0.10 99.7 0.3

0.250mm 0.31 99.5 0.5

0.106mm 2.10 97.0 3.0

0.075mm 2.34 96.7 3.3



ElapsedTime (min.)

Temp.(deg. C.)

ActualReading


Eff.Depth

Diameter(mm.)

PercentFiner

PercentRetained

1.00 21.7 60.0 55.3 0.0131 59.0 5.8 0.0316 74.8 25.2

2.00 21.7 58.0 53.3 0.0131 57.0 6.2 0.0230 72.1 27.9

5.00 21.7 52.0 47.3 0.0131 51.0 7.3 0.0158 64.0 36.0

15.00 21.7 41.0 36.3 0.0131 40.0 9.4 0.0103 49.1 50.9

30.00 21.7 33.5 28.8 0.0131 32.5 10.8 0.0078 39.0 61.0

60.00 21.7 27.0 22.3 0.0131 26.0 12.0 0.0058 30.2 69.8

250.00 21.7 18.0 13.3 0.0131 17.0 13.6 0.0031 18.0 82.0

1440.00 21.7 12.0 7.3 0.0131 11.0 14.8 0.0013 9.9 90.1

McIntosh Perry


Cobbles

0.0

Gravel

Coarse

0.0

Fine

0.1

Total

0.1

Sand

Coarse

0.0

Medium

0.2

Fine

3.0

Total

3.2

Fines

Silt

83.3

Clay

13.4

Total

96.7

D5 D10

0.0013

D15

0.0024

D20

0.0035

D30

0.0058

D40

0.0081

D50

0.0106

D60

0.0140

D80

0.0399

D85

0.0470

D90

0.0552

D95

0.0672

FinenessModulus

0.03

Cu

10.44

Cc

1.80

Th

ese

re

su

lts a

re fo

r th

e e

xclu

siv

e u

se

of th

e c

lien

t fo

r w

ho

m th

ey w

ere

ob

tain

ed

.

Checked By: H.Smith

LIQUID AND PLASTIC LIMITS TEST REPORTP

LA

ST

ICIT

Y I

ND

EX

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or O

L

CH or O

H

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

4

7

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Figure

Source of Sample: Dunlop St. Depth: 4.57-5.20 Sample Number: W4-1SS7

Source of Sample: Dunlop St. Depth: 3.81-4.42 Sample Number: W8-1SS6B

Silt with Clay trace Sand NP NP NP 100.0 99.0 ML

Silt some Clay trace Sand trace Gravel NP NP NP 99.7 96.7 ML

BM18-8036 City of Barrie


McIntosh Perry

LIQUID AND PLASTIC LIMIT TEST DATA 2019-05-31

Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 4.57-5.20 Sample Number: W4-1SS7Material Description: Silt with Clay trace Sand%<#40: 100.0 %<#200: 99.0 USCS: ML AASHTO: A-4(0)Checked by: H.Smith

Liquid Limit Data

1 2 3 4 5 6Run No.Wet+TareDry+Tare

Tare# Blows

Moisture

Mo

istu

re

0

4

8

12

16

20

24

28

32

36

40

Blows5 6 7 8 9 10 20 25 30 40

Liquid Limit= NP

Plastic Limit= NP

Plasticity Index= NP

Natural Moisture= 20.9

Plastic Limit Data

1 2 3 4Run No.Wet+TareDry+Tare

TareMoisture

Natural Moisture Data

Wet+Tare904.74

Dry+Tare771.15

Tare132.98

Moisture20.9

McIntosh Perry

LIQUID AND PLASTIC LIMIT TEST DATA 2019-05-31

Client: City of BarrieProject: Dunlop St. Environmental AssessmentProject Number: BM18-8036Location: Dunlop St.Depth: 3.81-4.42 Sample Number: W8-1SS6BMaterial Description: Silt some Clay trace Sand trace Gravel%<#40: 99.7 %<#200: 96.7 USCS: ML AASHTO: A-4(0)Checked by: H.Smith

Liquid Limit Data

1 2 3 4 5 6Run No.Wet+TareDry+Tare

Tare# Blows

Moisture

Mo

istu

re

0

4

8

12

16

20

24

28

32

36

40

Blows5 6 7 8 9 10 20 25 30 40

Liquid Limit= NP

Plastic Limit= NP

Plasticity Index= NP

Natural Moisture= 20.1

Plastic Limit Data

1 2 3 4Run No.Wet+TareDry+Tare

TareMoisture

Natural Moisture Data

Wet+Tare771.38

Dry+Tare664.00

Tare128.70

Moisture20.1


APPENDIX E: SOIL CHEMICAL TESTING RESULTS

[This report shall not be reproduced except in full without the written authority of the Laboratory.]

14-MAY-19

Lab Work Order #: L2272905

Date Received:Mcintosh Perry Limited (Vaughan)

2010 WINSTON PARK DROAKVILLE ON 46H 5R7

ATTN: Bradley TrinhFINAL 22-MAY-19 13:55 (MT)Report Date:

Version:

Certificate of Analysis

ALS CANADA LTD Part of the ALS Group An ALS Limited Company

____________________________________________

Melanie MoshiAccount Manager

ADDRESS: 95 West Beaver Creek Road, Unit 1, Richmond Hill, ON L4B 1H2 Canada | Phone: +1 905 881 9887 | Fax: +1 905 881 8062

Client Phone: 905-856-5200

0T1-0919169-ENJob Reference: NOT SUBMITTEDProject P.O. #:

17-725700C of C Numbers:DUNLOP STRET WEST BARRIELegal Site Desc:

Result

22-MAY-19 13:55 (MT)Sample DetailsGrouping Analyte D.L. UnitsQualifier Analyzed

Ontario Regulation 153/04 - April 15, 2011 Standards = [Suite] - ON-511-T2-RPI-ICC-C/F-SOIL

L2272905 CONTD....2Page of

0T1-0919169-EN - DUNLOP STRET WEST BARRIEANALYTICAL GUIDELINE REPORT

Analytical result for this parameter exceeds Guideline Limit listed on this report. Guideline Limits applied:

Guideline Limits

#1: T2-Soil-Ind/Com/Commu Property Use (Coarse) #2: T2-Soil-Ind/Com/Commu Property Use (Fine)

#3: T2-Soil-Res/Park/Inst. Property Use (Coarse) #4: T2-Soil-Res/Park/Inst. Property Use (Fine)

* ** Detection Limit for result exceeds Guideline Limit. Assessment against Guideline Limit cannot be made.

7

L2272905-1

L2272905-2

E4-1 SS2

E4-1 SS5

BRADLEY TRINH on 07-MAY-19

BRADLEY TRINH on 07-MAY-19 @

Sampled By:

Sampled By:

SOIL

SOIL

Matrix:

Matrix:

#1

#1

#2

#2

#3

#3

#4

#4

Physical Tests

Cyanides

Saturated Paste Extractables

Metals

Speciated Metals

Physical Tests

Leachable Anions & Nutrients

Conductivity% MoisturepH

Cyanide, Weak Acid Diss

SARCalcium (Ca)Magnesium (Mg)Sodium (Na)

Antimony (Sb)Arsenic (As)Barium (Ba)Beryllium (Be)Boron (B)Boron (B), Hot Water Ext.Cadmium (Cd)Chromium (Cr)Cobalt (Co)Copper (Cu)Lead (Pb)Mercury (Hg)Molybdenum (Mo)Nickel (Ni)Selenium (Se)Silver (Ag)Thallium (Tl)Uranium (U)Vanadium (V)Zinc (Zn)

Chromium, Hexavalent

Conductivity% MoisturepHRedox PotentialResistivity

Chloride

0.3373.847.99

<0.050

4.957.970.5953.8

<1.01.219.9

<0.50<5.00.13

<0.507.82.14.412.8

0.0117<1.04.1

<1.0<0.20<0.50<1.019.918.3

<0.20

1.4012.07.87187716

627

0.00400.100.10

0.050

0.100.500.500.50

1.01.01.00.505.00.100.501.01.01.01.0

0.00501.01.01.00.200.501.01.05.0

0.20

0.00400.100.10

-10001.0

5.0

mS/cm%

pH units

ug/g

SARmg/Lmg/Lmg/L

ug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/g

ug/g

mS/cm%

pH unitsmV

ohm*cm

ug/g

21-MAY-1915-MAY-1921-MAY-19

17-MAY-19

21-MAY-1921-MAY-1921-MAY-1921-MAY-19

21-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-19

17-MAY-19

21-MAY-1915-MAY-1921-MAY-1916-MAY-1921-MAY-19

21-MAY-19

1.4 1.4 0.7 0.7

0.051 0.051 0.051 0.051

12 12 5 5

40 50 7.5 7.518 18 18 18670 670 390 3908 10 4 5

120 120 120 1202 2 1.5 1.5

1.9 1.9 1.2 1.2160 160 160 16080 100 22 22230 300 140 180120 120 120 1203.9 20 0.27 1.840 40 6.9 6.9270 340 100 1305.5 5.5 2.4 2.440 50 20 253.3 3.3 1 133 33 23 2386 86 86 86340 340 340 340

8 10 8 10

1.4 1.4 *0.7 *0.7

Result






Guideline Limits




7

L2272905-2

L2272905-3

L2272905-4

E4-1 SS5

WS-1 SS3

WS-1 SS6




Sampled By:

Sampled By:

Sampled By:

SOIL

SOIL

SOIL

Matrix:

Matrix:

Matrix:

#1

#1

#1

#2

#2

#2

#3

#3

#3

#4

#4

#4

Anions and Nutrients

Inorganic Parameters

Physical Tests

Cyanides

Saturated Paste Extractables

Metals

Speciated Metals

Sulphate

Acid Volatile Sulphides

Conductivity% MoisturepH


SARCalcium (Ca)Magnesium (Mg)Sodium (Na)

Antimony (Sb)Arsenic (As)Barium (Ba)Beryllium (Be)Boron (B)Boron (B), Hot Water Ext.Cadmium (Cd)Chromium (Cr)Cobalt (Co)Copper (Cu)Lead (Pb)Mercury (Hg)Molybdenum (Mo)Nickel (Ni)Selenium (Se)Silver (Ag)Thallium (Tl)Uranium (U)Vanadium (V)Zinc (Zn)


36

<0.20

0.68818.67.85

<0.050

13.36.65

<0.50125

<1.0<1.016.5

<0.50<5.0<0.10<0.508.12.14.03.3

<0.0050<1.03.8

<1.0<0.20<0.50<1.021.710.3

<0.20

SAR:M

20

0.20

0.00400.100.10

0.050

0.100.500.500.50

1.01.01.00.505.00.100.501.01.01.01.0

0.00501.01.01.00.200.501.01.05.0

0.20

mg/kg

mg/kg

mS/cm%

pH units

ug/g

SARmg/Lmg/Lmg/L

ug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/gug/g

ug/g

16-MAY-19

16-MAY-19

21-MAY-1915-MAY-1921-MAY-19

17-MAY-19

21-MAY-1921-MAY-1921-MAY-1921-MAY-19

21-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-1921-MAY-19

17-MAY-19

1.4 1.4 0.7 0.7

0.051 0.051 0.051 0.051

*12 *12 *5 *5

40 50 7.5 7.518 18 18 18670 670 390 3908 10 4 5

120 120 120 1202 2 1.5 1.5

1.9 1.9 1.2 1.2160 160 160 16080 100 22 22230 300 140 180120 120 120 1203.9 20 0.27 1.840 40 6.9 6.9270 340 100 1305.5 5.5 2.4 2.440 50 20 253.3 3.3 1 133 33 23 2386 86 86 86340 340 340 340

8 10 8 10

Result






Guideline Limits




7

L2272905-4 WS-1 SS6BRADLEY TRINH on 09-MAY-19 @Sampled By:SOILMatrix: #1 #2 #3 #4

Physical Tests

Leachable Anions & Nutrients

Anions and Nutrients

Inorganic Parameters

Conductivity% MoisturepHRedox PotentialResistivity

Chloride

Sulphate


0.42318.27.731392360

140

<20

<0.20

0.00400.100.10

-10001.0

5.0

20

0.20

mS/cm%

pH unitsmV

ohm*cm

ug/g

mg/kg

mg/kg

22-MAY-1915-MAY-1921-MAY-1916-MAY-1922-MAY-19

21-MAY-19

16-MAY-19

16-MAY-19

1.4 1.4 0.7 0.7

Reference Information

0T1-0919169-EN - DUNLOP STRET WEST BARRIE L2272905 CONTD....5Page of

22-MAY-19 13:55 (MT)

B-HWS-R511-WT

CL-R511-WT

CN-WAD-R511-WT

CR-CR6-IC-WT

EC-WT

HG-200.2-CVAA-WT

MET-200.2-CCMS-WT

MOISTURE-WT

Boron-HWE-O.Reg 153/04 (July2011)

Chloride-O.Reg 153/04 (July 2011)

Cyanide (WAD)-O.Reg 153/04 (July 2011)

Hexavalent Chromium in Soil

Conductivity (EC)

Mercury in Soil by CVAAS

Metals in Soil by CRC ICPMS

% Moisture

A dried solid sample is extracted with calcium chloride, the sample undergoes a heating process. After cooling the sample is filtered and analyzed by ICP/OES.

Analysis conducted in accordance with the Protocol for Analytical Methods Used in the Assessment of Properties under Part XV.1 of the Environmental Protection Act (July 1, 2011).

5 grams of dried soil is mixed with 10 grams of distilled water for a minimum of 30 minutes. The extract is filtered and analyzed by ion chromatography.


The sample is extracted with a strong base for 16 hours, and then filtered. The filtrate is then distilled where the cyanide is converted to cyanogen chloride by reacting with chloramine-T, the cyanogen chloride then reacts with a combination of barbituric acid and isonicotinic acid to form a highly colored complex.


This analysis is carried out using procedures adapted from "Test Methods for Evaluating Solid Waste" SW-846, Method 7199, published by the United States Environmental Protection Agency (EPA). The procedure involves analysis for chromium (VI) by ion chromatography using diphenylcarbazide in asulphuric acid solution.


A representative subsample is tumbled with de-ionized (DI) water. The ratio of water to soil is 2:1 v/w. After tumbling the sample is then analyzed by a conductivity meter.


Soil samples are digested with nitric and hydrochloric acids, followed by analysis by CVAAS.


Soil/sediment is dried, disaggregated, and sieved (2 mm). For tests intended to support Ontario regulations, the <2mm fraction is ground to pass through a 0.355 mm sieve. Strong Acid Leachable Metals in the <2mm fraction are solubilized by heated digestion with nitric and hydrochloric acids. Instrumental analysis is by Collision / Reaction Cell ICPMS.

Limitations: This method is intended to liberate environmentally available metals. Silicate minerals are not solubilized. Some metals may be only partially recovered (matrix dependent), including Al, Ba, Be, Cr, S, Sr, Ti, Tl, V, W, and Zr. Elemental Sulfur may be poorly recovered by this method. Volatile forms of sulfur (e.g. sulfide, H2S) may be excluded if lost during sampling, storage, or digestion.

Analysis conducted in accordance with the Protocol for Analytical Methods Used in the Assessment of Properties under Part XV.1 of the Environmental Protection Act (July 1, 2011), unless a subset of the Analytical Test Group (ATG) has been requested (the Protocol states that all analytes in an ATG must be reported).

Methods Listed (if applicable):

ALS Test Code Test Description

Soil

Soil

Soil

Soil

Soil

Soil

Soil

Soil

SAR:M Reported SAR represents a maximum value. Actual SAR may be lower if both Ca and Mg were detectable.

Sample Parameter Qualifier key listed:

HW EXTR, EPA 6010B

EPA 300.0

MOE 3015/APHA 4500CN I-WAD

SW846 3060A/7199

MOEE E3138

EPA 200.2/1631E (mod)

EPA 200.2/6020A (mod)

CCME PHC in Soil - Tier 1 (mod)

Method Reference***

Description Qualifier

Matrix

7



22-MAY-19 13:55 (MT)

PH-WT

REDOX-POTENTIAL-WT

RESISTIVITY-CALC-WT

RESISTIVITY-CALC-WT

SAR-R511-WT

SO4-WT

SULPHIDE-WT

pH

Redox Potential

Resistivity Calculation

Resistivity Calculation

SAR-O.Reg 153/04 (July 2011)

Sulphate

Sulphide, Acid Volatile

A minimum 10g portion of the sample is extracted with 20mL of 0.01M calcium chloride solution by shaking for at least 30 minutes. The aqueous layer isseparated from the soil and then analyzed using a pH meter and electrode.


This analysis is carried out in accordance with the procedure described in the "APHA" method 2580 "Oxidation-Reduction Potential" 2012. Samples are extracted at a fixed ratio with DI water. Results are reported as observed oxidation-reduction potential of the platinum metal-reference electrode employed, in mV.

Resistivity are calculated based on the conductivity using APHA 2510B where Conductivity is the inverse of Resistivity.

Resistivity are calculated based on the conductivity using APHA 2510B where Conductivity is the inverse of Resistivity.

A dried, disaggregated solid sample is extracted with deionized water, the aqueous extract is separated from the solid, acidified and then analyzed usinga ICP/OES. The concentrations of Na, Ca and Mg are reported as per CALA requirements for calculated parameters. These individual parameters are not for comparison to any guideline.


5 grams of soil is mixed with 50 mL of distilled water for a minimum of 30 minutes. The extract is filtered and analyzed by ion chromatography.

This analysis is carried out in accordance with the method described in APHA 4500 S2-J. Hydrochloric acid is added to sediment samples within a purge and trap system. The evolved hydrogen sulphide (H2S) is carried into a basic solution by inert gas. The acid volatile sulfide is then determined colourimetrically.

Soil

Soil

Soil

Soil

Soil

Soil

Soil

MOEE E3137A

APHA 2580

APHA 2510 B

MOECC E3138

SW846 6010C

EPA 300.0

APHA 4500S2J

*** ALS test methods may incorporate modifications from specified reference methods to improve performance.

The last two letters of the above test code(s) indicate the laboratory that performed analytical analysis for that test. Refer to the list below:

Chain of Custody numbers:

17-725700

Laboratory Definition Code Laboratory Location Laboratory Definition Code Laboratory Location

WT ALS ENVIRONMENTAL - WATERLOO, ONTARIO, CANADA

7



22-MAY-19 13:55 (MT)

GLOSSARY OF REPORT TERMS

Surrogates are compounds that are similar in behaviour to target analyte(s), but that do not normally occur in environmental samples. For applicable tests, surrogates are added to samples prior to analysis as a check on recovery. In reports that display the D.L. column, laboratory objectives for surrogates are listed there.mg/kg - milligrams per kilogram based on dry weight of samplemg/kg wwt - milligrams per kilogram based on wet weight of samplemg/kg lwt - milligrams per kilogram based on lipid-adjusted weight mg/L - unit of concentration based on volume, parts per million.< - Less than.D.L. - The reporting limit.N/A - Result not available. Refer to qualifier code and definition for explanation.

Test results reported relate only to the samples as received by the laboratory.UNLESS OTHERWISE STATED, ALL SAMPLES WERE RECEIVED IN ACCEPTABLE CONDITION.Analytical results in unsigned test reports with the DRAFT watermark are subject to change, pending final QC review.

Application of guidelines is provided "as is" without warranty of any kind, either expressed or implied, including, but not limited to, fitness for a particular purpose, or non-infringement. ALS assumes no responsibility for errors or omissions in the information. Guideline limits are not adjusted for the hardness, pH or temperature of the sample (the most conservative values are used). Measurement uncertainty is not applied to test results prior to comparison with specified criteria values.

7

Quality Control ReportPage 1 of

Client:

Contact:

Mcintosh Perry Limited (Vaughan)2010 WINSTON PARK DR OAKVILLE ON 46H 5R7Bradley Trinh

Report Date: 22-MAY-19Workorder: L2272905

Test Matrix Reference Result Qualifier Units RPD Limit Analyzed

B-HWS-R511-WT

CL-R511-WT

CN-WAD-R511-WT

CR-CR6-IC-WT

Soil

Soil

Soil

Soil

R4639394

R4639715

R4639401

R4637221

Batch

Batch

Batch

Batch

DUP

IRM

LCS

MB

CRM

DUP

LCS

MB

DUP

LCS

MB

MS

CRM

DUP

LCS

MB

WG3052961-4

WG3052961-2

WG3052961-3

WG3052961-1

WG3054003-3

WG3054003-4

WG3054003-2

WG3054003-1

WG3050953-3

WG3050953-2

WG3050953-1

WG3050953-4

WG3050923-4

WG3050923-3

WG3050923-2

WG3050923-1

L2272874-12

WT SAR3

AN-CRM-WT

L2271554-2

L2272905-3

L2272905-3

WT-SQC012

L2272905-3

Boron (B), Hot Water Ext.




Chloride

Chloride

Chloride

Chloride








0.14

87.0

95.6

<0.10

96.1

<5.0

102.7

<5.0

<0.050

98.9

<0.050

104.8

93.5

<0.20

99.0

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

17-MAY-19

17-MAY-19

17-MAY-19

17-MAY-19

17-MAY-19

17-MAY-19

17-MAY-19

2.1

N/A

N/A

N/A

30

30

35

35

70-130

70-130

70-130

80-120

80-120

70-130

70-130

80-120

ug/g

%

%

ug/g

%

ug/g

%

ug/g

ug/g

%

ug/g

%

%

ug/g

%

0.14

<5.0

<0.050

<0.20

0.1

5

0.05

RPD-NA

RPD-NA

RPD-NA

7


Client:

Contact:




CR-CR6-IC-WT

EC-WT

HG-200.2-CVAA-WT

MET-200.2-CCMS-WT

Soil

Soil

Soil

Soil

R4637221

R4639436

R4640458

R4639502

R4639551

Batch

Batch

Batch

Batch

Batch

MB

DUP

IRM

LCS

MB

DUP

IRM

LCS

MB

CRM

DUP

LCS

MB

CRM

WG3050923-1

WG3053040-4

WG3053040-2

WG3054292-1

WG3053040-1

WG3054697-4

WG3054697-2

WG3055369-1

WG3054697-1

WG3053978-2

WG3053978-6

WG3053978-3

WG3053978-1

WG3053978-2

WG3053040-3

WT SAR3

WG3054697-3

WT SAR3

WT-CANMET-TILL1

WG3053978-5

WT-CANMET-TILL1


Conductivity

Conductivity

Conductivity

Conductivity

Conductivity

Conductivity

Conductivity

Conductivity

Mercury (Hg)

Mercury (Hg)

Mercury (Hg)

Mercury (Hg)

Antimony (Sb)

Arsenic (As)

<0.20

0.953

97.1

101.3

<0.0040

1.50

97.1

100.2

<0.0040

98.0

0.0198

113.0

<0.0050

100.8

101.8

17-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

22-MAY-19

22-MAY-19

22-MAY-19

22-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

2.1

2.1

0.7

20

20

40

70-130

90-110

70-130

90-110

70-130

80-120

70-130

70-130

ug/g

mS/cm

%

%

mS/cm

mS/cm

%

%

mS/cm

%

ug/g

%

mg/kg

%

%

0.973

1.53

0.0197

0.2

0.004

0.004

0.005

7


Client:

Contact:




MET-200.2-CCMS-WT Soil

R4639551BatchCRM

DUP

WG3053978-2

WG3053978-6

WT-CANMET-TILL1

WG3053978-5

Barium (Ba)

Beryllium (Be)

Boron (B)

Cadmium (Cd)

Chromium (Cr)

Cobalt (Co)

Copper (Cu)

Lead (Pb)

Molybdenum (Mo)

Nickel (Ni)

Selenium (Se)

Silver (Ag)

Thallium (Tl)

Uranium (U)

Vanadium (V)

Zinc (Zn)

Antimony (Sb)

Arsenic (As)

Barium (Ba)

Beryllium (Be)

Boron (B)

Cadmium (Cd)

Chromium (Cr)

Cobalt (Co)

Copper (Cu)

Lead (Pb)

Molybdenum (Mo)

Nickel (Ni)

Selenium (Se)

Silver (Ag)

Thallium (Tl)

Uranium (U)

101.8

101.9

3.1

101.0

106.3

101.9

101.9

97.7

101.6

102.5

0.27

0.23

0.124

97.1

105.2

102.8

<0.10

3.08

73.0

0.52

6.3

0.088

22.2

7.80

16.0

8.86

0.37

17.9

<0.20

<0.10

0.140

0.519

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

N/A

6.6

6.9

8.1

9.4

9.5

9.3

6.6

5.5

4.5

16

5.7

N/A

N/A

3.0

4.7

30

30

40

30

30

30

30

30

30

40

40

30

30

40

30

30

70-130

70-130

0-8.2

70-130

70-130

70-130

70-130

70-130

70-130

70-130

0.11-0.51

0.13-0.33

0.077-0.18

70-130

70-130

70-130

%

%

mg/kg

%

%

%

%

%

%

%

mg/kg

mg/kg

mg/kg

%

%

%

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

0.11

3.29

78.2

0.56

6.9

0.097

24.4

8.33

16.9

9.27

0.43

18.9

<0.20

<0.10

0.144

0.544

RPD-NA

RPD-NA

RPD-NA

7


Client:

Contact:




MET-200.2-CCMS-WT Soil

R4639551BatchDUP

LCS

MB

WG3053978-6

WG3053978-4

WG3053978-1

WG3053978-5Vanadium (V)

Zinc (Zn)

Antimony (Sb)

Arsenic (As)

Barium (Ba)

Beryllium (Be)

Boron (B)

Cadmium (Cd)

Chromium (Cr)

Cobalt (Co)

Copper (Cu)

Lead (Pb)

Molybdenum (Mo)

Nickel (Ni)

Selenium (Se)

Silver (Ag)

Thallium (Tl)

Uranium (U)

Vanadium (V)

Zinc (Zn)

Antimony (Sb)

Arsenic (As)

Barium (Ba)

Beryllium (Be)

Boron (B)

Cadmium (Cd)

Chromium (Cr)

Cobalt (Co)

Copper (Cu)

Lead (Pb)

Molybdenum (Mo)

Nickel (Ni)

32.6

39.8

105.3

100.5

102.7

97.6

93.1

98.3

100.1

98.7

96.4

98.8

99.0

98.7

99.2

99.7

98.4

98.4

102.6

97.8

<0.10

<0.10

<0.50

<0.10

<5.0

<0.020

<0.50

<0.10

<0.50

<0.50

<0.10

<0.50

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

6.7

5.3

30

30

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

ug/g

ug/g

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

34.8

42.0

0.1

0.1

0.5

0.1

5

0.02

0.5

0.1

0.5

0.5

0.1

0.5

7


Client:

Contact:




MET-200.2-CCMS-WT

MOISTURE-WT

PH-WT

REDOX-POTENTIAL-WT

SAR-R511-WT

Soil

Soil

Soil

Soil

Soil

R4639551

R4635530

R4639804

R4636754

R4639389

Batch

Batch

Batch

Batch

Batch

MB

DUP

LCS

MB

DUP

LCS

CRM

DUP

DUP

IRM

WG3053978-1

WG3050045-3

WG3050045-2

WG3050045-1

WG3050972-1

WG3054425-1

WG3051308-1

WG3050699-1

WG3053040-4

WG3053040-2

L2272905-1

L2272905-2

WT-REDOX

L2272905-2

WG3053040-3

WT SAR3

Selenium (Se)

Silver (Ag)

Thallium (Tl)

Uranium (U)

Vanadium (V)

Zinc (Zn)

% Moisture

% Moisture

% Moisture

pH

pH

Redox Potential

Redox Potential

Calcium (Ca)

Sodium (Na)

Magnesium (Mg)

Calcium (Ca)

Sodium (Na)

<0.20

<0.10

<0.050

<0.050

<0.20

<2.0

3.75

94.3

<0.10

7.92

7.03

99.6

175

4.60

197

1.26

100.4

100.1

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

15-MAY-19

15-MAY-19

15-MAY-19

21-MAY-19

21-MAY-19

16-MAY-19

16-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

2.2

0.05

6.6

8.4

0.5

27

20

0.3

25

30

30

30

90-110

6.9-7.1

80-120

70-130

70-130

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

mg/kg

%

%

%

pH units

pH units

%

mV

mg/L

mg/L

mg/L

%

%

3.84

7.87

187

4.23

196

0.96

0.2

0.1

0.05

0.05

0.2

2

0.1

J

7


Client:

Contact:




SAR-R511-WT

SO4-WT

SULPHIDE-WT

Soil

Soil

Soil

R4639389

R4637087

R4636594

Batch

Batch

Batch

IRM

LCS

MB

CRM

DUP

LCS

MB

DUP

LCS

MB

WG3053040-2

WG3053040-5

WG3053040-1

WG3050546-4

WG3050546-3

WG3050546-2

WG3050546-1

WG3051330-3

WG3051330-2

WG3051330-1

WT SAR3

AN-CRM-WT

L2272905-2

L2271619-5

Magnesium (Mg)

Calcium (Ca)

Sodium (Na)

Magnesium (Mg)

Calcium (Ca)

Sodium (Na)

Magnesium (Mg)

Sulphate

Sulphate

Sulphate

Sulphate




102.7

101.7

101.4

100.6

<0.50

<0.50

<0.50

115.4

35

102.4

<20

<0.20

74.8

<0.20

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

21-MAY-19

16-MAY-19

16-MAY-19

16-MAY-19

16-MAY-19

16-MAY-19

16-MAY-19

16-MAY-19

1.6

N/A

30

30

70-130

70-130

70-130

70-130

60-140

80-120

70-130

%

%

%

%

mg/L

mg/L

mg/L

%

mg/kg

%

mg/kg

mg/kg

%

mg/kg

36

<0.20

0.5

0.5

0.5

20

0.2

RPD-NA

7

Quality Control Report

Page 7 of


Sample Parameter Qualifier Definitions:

Description Qualifier

J

RPD-NA

Duplicate results and limits are expressed in terms of absolute difference.

Relative Percent Difference Not Available due to result(s) being less than detection limit.

Limit ALS Control Limit (Data Quality Objectives)DUP DuplicateRPD Relative Percent DifferenceN/A Not AvailableLCS Laboratory Control SampleSRM Standard Reference MaterialMS Matrix SpikeMSD Matrix Spike DuplicateADE Average Desorption EfficiencyMB Method BlankIRM Internal Reference MaterialCRM Certified Reference MaterialCCV Continuing Calibration VerificationCVS Calibration Verification StandardLCSD Laboratory Control Sample Duplicate

Legend:

The ALS Quality Control Report is provided to ALS clients upon request. ALS includes comprehensive QC checks with every analysis to ensure our high standards of quality are met. Each QC result has a known or expected target value, which is compared against pre-determined data quality objectives to provide confidence in the accuracy of associated test results.

Please note that this report may contain QC results from anonymous Sample Duplicates and Matrix Spikes that do not originate from this Work Order.

Hold Time Exceedances:

All test results reported with this submission were conducted within ALS recommended hold times.

ALS recommended hold times may vary by province. They are assigned to meet known provincial and/or federal government requirements. In the absence of regulatory hold times, ALS establishes recommendations based on guidelines published by the US EPA, APHA Standard Methods, or Environment Canada (where available). For more information, please contact ALS.

Client:

Contact:


7

0BM

18-

8036

Dun

lop

Stre

etO

.Reg

153

Met

als a

nd In

orga

nics

Tes

ting

Resu

lts co

mpa

red

to:

Full

Dept

h Ge

neric

Site

Con

ditio

n So

il St

anda

rds i

n Po

tabl

e (T

able

2) a

nd N

on-P

otab

le (T

able

3) G

roun

dwat

er C

ondi

tions

Cont

amin

ant

Uni

tsE4

-1 S

S2W

5-1

SS3

Res/

Park

CCI

Res/

Park

CCI

Antim

ony

µg/g

01

7.5

(50)

40

7.5

(50)

40

Arse

nic

µg/g

1.2

118

1818

18Ba

rium

µg/g

19.9

16.5

390

670

390

670

Bery

llium

µg/g

00.

5(5

) 4(1

0) 8

(5) 4

(10)

8Bo

ron

(tota

l)µg

/g5

512

012

012

012

0C

adm

ium

µg/g

00.

51.

21.

91.

21.

9C

hrom

ium

Tota

lµg

/g7.

88.

116

016

016

016

0C

obal

tµg

/g2.

12.

122

(100

) 80

22(1

00) 8

0C

oppe

rµg

/g4.

44

(180

) 140

(300

) 230

(180

) 140

(300

) 230

Lead

µg/g

12.8

3.3

120

120

120

120

Mer

cury

µg/g

0.01

170.

005

(1.8

) 0.2

7(2

0) 3

.9(1

.8) 0

.27

(20)

3.9

Mol

ybde

num

µg/g

01

6.9

406.

940

Nic

kel

µg/g

4.1

3.8

(130

) 100

(340

) 270

(130

) 100

(340

) 270

Sele

nium

µg/g

01

2.4

5.5

2.4

5.5

Silv

erµg

/g0

0.2

(25)

20

(50)

40

(25)

20

(50)

40

Thal

lium

µg/g

0.5

0.5

13.

31

3.3

Ura

nium

µg/g

11

2333

2333

Vana

dium

µg/g

19.9

21.7

8686

8686

Zinc

µg/g

18.3

10.3

340

340

340

340

Elec

trica

lC

ondu

ctiv

ity(m

S⁄ c

m)

mS/

cm0.

337

0.68

80.

71.

40.

71.

4

Sodi

umAd

sorp

tion

Rat

io

µg/g

4.98

13.3

512

512

Sodi

umµg

/g53

.812

5N

AN

AN

AN

A

Tabl

e 3

Tabl

e 2

Sam

ples

appendix e - geotechnical investigation

Documents