CITY OF TORONTO BASEMENT FLOODING PROTECTION ...

WSP Canada Inc.

CITY OF TORONTO BASEMENT FLOODING PROTECTION PROGRAM PHASE 4, ASSIGNMENT 17-02, PROJECT 1, PLAYFAIR AVENUE SANITARY SEWER REPLACEMENT FROM EUPHRASIA DRIVE TO ENNERDALE STREET, TORONTO, ONTARIO

CITY OF TORONTO GEOTECHNICAL FACTUAL REPORT PROJECT NO.: 161-16086-02/GEO/1701 DATE: JUNE 2018

WSP UNITS 10 & 12 351 STEELCASE ROAD WEST MARKHAM, ON, CANADA L3R 4H9 T +1 905 475-0065 F +1 905 475-0064 WSP.COM

WSP Canada Inc.\\CAMRK2DAT01\camrk2\161- Projects\161-16086-02 - COT BFP and Storm Sewer Replacement (KK)\Area 17\Project 1 Playfair\Wp\161-16086-02 Basement Flooding Program, Area 17, Project 1 Playfair Ave. - Factual Report.docx

WSP Canada Inc.

June 25, 2018

Darrell Wunder, P.Eng., PMP Senior Engineer Design & Construction, Linear Underground Infrastructure Engineering and Construction Services City of Toronto Metro Hall, 20th Floor 55 John Street Toronto, Ontario M5V3C6

Dear Mr. Wunder:

We are pleased to submit our factual report of the geotechnical investigation for the proposed sanitary sewer replacement for Project 1 Playfair Avenue included as part of Assignment 17-02 for the City of Toronto Basement Flooding Protection Program Phase 4.

The report is based on information obtained from a pavement coring, borehole investigation and laboratory testing conducted from December 2017 to May 2018.

Geotechnical recommendations relevant to the proposed sanitary sewer replacement will be provided in a separate recommendations report.

We trust that this report meets your present requirements. Please contact us if you have any questions.

Yours sincerely,

Oswin Li, P.Eng Senior Geotechnical Engineer

WSP ref.: 161-16086-02/GEO/1701

Q U A L I T Y M A N A G E M E N T

ISSUE/REVISION FIRST ISSUE REVISION 1 REVISION 2 REVISION 3

Remarks

Date June 25, 2018

Prepared by Jack Li

Signature

Checked by Oswin Li

Signature

Authorised by

Signature

Project number 161-16086-02/GEO/1701

Report number

File reference

Kerolus Khalil

Basement Flooding Protection Program Phase 4, Assignment 17-02, Project 1, Playfair Avenue Sanitary Sewer Replacement From Euphrasia Drive to Ennerdale Street, Toronto, Ontario Project No. 161-16086-02/GEO/1701 City of Toronto

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S I G N A T U R E S

PREPARED BY

Jack Li, E.I.T. Project Officer, Geotechnical Service

REVIEWED BY

Oswin Li, P.Eng. Senior Geotechnical Engineer


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

2 INVESTIGATION PROCEDURES ................................... 1

2.1 Permits, Utility Locates, Traffic Control ................................... 1

2.2 Field Investigation ............................................................................. 1

2.2.1 Borehole Program ............................................................................................................................. 1

2.2.2 Pavement Coring............................................................................................................................... 2

2.2.3 Installation of Monitoring Wells .............................................................................................. 2

2.3 Laboratory Testing Program .........................................................3

2.3.1 Geotechnical Testing ...................................................................................................................... 3

2.3.2 Environmental Testing .................................................................................................................. 3

2.3.3 Asbestos Testing ................................................................................................................................ 3

3 FINDINGS ............................................................................... 4

3.1 Existing Pavement Condition ...................................................... 4

3.1.1 Pavement Structure ........................................................................................................................ 4

3.1.2 Intersecting Street Asphalt Composition ........................................................................ 4

3.1.3 Granular Fill (Base and sub-base) .......................................................................................... 5

3.2 Soil Profile ............................................................................................. 6

3.3 Subgrade Permeability .................................................................... 7

3.4 Proctor Testing ................................................................................... 8

3.5 Groundwater and Cave-in Conditions ..................................... 8

3.6 Chemical Testing ............................................................................... 8

3.6.1 Phytotoxicological Analyses ...................................................................................................... 8

3.6.2 BTEX and PHC Analyses ............................................................................................................... 9

3.6.3 PAH Analyses .................................................................................................................................... 10

3.6.4 Leachate Quality (TCLP Extraction) Analysis ............................................................... 10

3.7 Asbestos Testing ................................................................................ 11

3.8 Corrosivity Testing ........................................................................... 12

TABLE OF CONTENTS


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4 LIMITATIONS ...................................................................... 12

TABLES

TABLE 2.1 BOREHOLE PROGRAM .............................................................. 2 TABLE 2.2 GEOTECHNICAL LABORATORY TESTING

SUMMARY ........................................................................................... 3 TABLE 2.3 ENVIRONMENTAL LABORATORY TESTING

SUMMARY ........................................................................................... 3 TABLE 3.1 EXISTING PAVEMENT STRUCTURE .................................. 4 TABLE 3.2 EXISTING PAVEMENT STRUCTURE –

EUPHRASIA DRIVE ....................................................................... 4 TABLE 3.3 EXISTING PAVEMENT STRUCTURE –

HAVEN ROAD ................................................................................... 5 TABLE 3.4 EXISTING PAVEMENT STRUCTURE –

ENNERDALE STREET ................................................................... 5 TABLE 3.5 GRANULAR FILL PARTICLE SIZE

DISTRIBUTION ANALYSIS RESULT .................................... 5 TABLE 3.6 SANDY SILTY CLAY TILL TO SANDY CLAYEY

SILT TILL PARTICLE SIZE DISTRIBUTION ANALYSES RESULTS .................................................................... 6

TABLE 3.7 SANDY SILTY CLAY TILL TO CLAYEY SILT TILL ATTERBERG LIMITS RESULTS..................................... 7

TABLE 3.8 SAND AND SILT TILL PARTICLE SIZE DISTRIBUTION ANALYSIS RESULTS ................................. 7

TABLE 3.9 SUBGRADE PERMEABILITY VALUES ............................... 7 TABLE 3.10 STANDARD PROCTOR COMPACTION

TESTS ...................................................................................................... 8 TABLE 3.11 GROUNDWATER DEPTHS AND

ELEVATIONS ...................................................................................... 8 TABLE 3.12 RESULTS OF PHYTOTOXICOLOGICAL

ANALYSES ........................................................................................... 9 TABLE 3.13 RESULTS OF BTEX AND PHC ANALYSES ...................... 9 TABLE 3.14 RESULTS OF PAHS ANALYSES ........................................... 10 TABLE 3.15 RESULTS OF TCLP ANALYSES ............................................. 10 TABLE 3.16 ASBESTOS DETECTION RESULTS ..................................... 11 TABLE 3.17 ASBESTOS DETECTION RESULTS OF

INDIVIDUAL ASPHALT LAYERS ........................................... 11 TABLE 3.18 RESULTS OF ANSI/AWWA SOIL

CORROSIVITY POTENTIAL RATING AND SULPHATE CONTENT ................................................................ 12

FIGURES

1 LOCATION MAP 2-3 BOREHOLE LOCATIONS PLANS


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APPENDICES

A BOREHOLE EXPLANATION FORMS AND BOREHOLE LOGS

B GEOTECHNICAL LABORATORY TEST RESULTS

C CHEMICAL LABORATORY TEST RESULTS

D ASBESTOS LABORATORY TEST RESULTS

Basement Flooding Protection Program Phase 4, Assignment 17-02, Project 1, Playfair Avenue Sanitary Sewer Replacement from Euphrasia Drive to Ennerdale Street, Toronto, Ontario Project No. 161-16086-02/GEO/1701 City of Toronto

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1 INTRODUCTION WSP Canada Inc. (WSP) was retained by the City of Toronto (City) to complete a geotechnical investigation along Playfair Avenue from Euphrasia Drive to Ennerdale Street, in the City of Toronto, Ontario. A Location Map is provided as Figure 1, in the Figures section of this report.

The geotechnical investigation was requested to obtain subsurface information for the proposed upgrades described in Assignment 17-02, Project 1 of the Toronto Basement Flooding Protection Program Phase 4. The proposed upgrades include the following:

Replace existing 250 mm diameter sanitary sewer with new 300 mm sanitary sewer from Euphrasia Drive to Ennerdale Street.

This geotechnical report summarizes the investigation procedures and findings, and provides information on the existing pavement structure, subsurface soil and groundwater conditions within the investigated limits. Geotechnical recommendations relevant to the proposed sanitary sewer replacement will be provided in a separate recommendations report, as stipulated under the project requirements.

2 INVESTIGATION PROCEDURES

2.1 PERMITS, UTILITY LOCATES, TRAFFIC CONTROL Borehole locations were predetermined and established in the field by WSP personnel. Specific borehole locations were selected to avoid conflicts with existing above ground and underground utilities, including water, sewer, gas, hydro, telephone and cable locations that were verified in the field using Ontario One-call and City of Toronto Public Works services.

Cut Permits were obtained from the City and a City Traffic Coordinator was contacted to review all conditions specific to the project and location. Road Disruption Activity Reporting System (RoDARs) notifications were submitted to the City prior to mobilization to site. Traffic control was provided during the investigation and was implemented in accordance with Book 7 of the Ontario Traffic Manual (January 2014).

2.2 FIELD INVESTIGATION

2.2.1 BOREHOLE PROGRAM

The borehole investigation was conducted on May 22, 2018. A total of four (4) boreholes were advanced along the subject roadway. The boreholes were drilled to depths of between approximately 4.7 m and 5.0 m below ground surface. The boreholes were advanced at the locations shown on Figures 2 and 3, provided in the Figures section of this report. The borehole program is summarized in Table 2.1.


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Table 2.1 Borehole Program

ITEM PROJECT 1 – PLAYFAIR

Number of Boreholes One (1) Three (3)

Borehole Depth (m) 4.7 5.0

Borehole Designation BH18-17-1 BH18-17-2, BH18-17-3 and BH18-17-4

Number of Pavement Cores

One (1) Three (3)

Boreholes were advanced using a truck-mounted rig equipped with 110 mm Outside Diameter (O.D.) solid stem augers and 51 mm O.D. split-spoon samplers. A qualified WSP geotechnical engineering technician supervised the drilling, logged and sampled the boreholes in accordance with City standards. Soil samples were recovered and retained in labeled air-tight containers for subsequent review by the project engineer and laboratory testing as required. Asphalt and granular road base thicknesses were recorded at all boreholes advanced through pavement.

The depth to groundwater and/or borehole “cave-in” was measured upon completion of drilling. The boreholes were backfilled immediately after completion with cement grout (1:3 cement sand mortar dry mixed) and compacted with a flat top hand tamper, in accordance with City standards. Compacted cold-mix asphalt was used to restore the boreholes advanced through pavement.

Ground surface elevations at each borehole location were obtained from the project topographic survey data. Borehole locations were obtained based on three (3) tie-in measurements from permanent structures.

Borehole logs detailing the individual pavement and soil profiles are provided in Appendix A. Ground surface elevations and borehole locations are provided on the borehole logs.

2.2.2 PAVEMENT CORING

Coring was conducted at all four (4) borehole locations prior to drilling operations, with an additional three (3) cores obtained along the intersection streets, to evaluate the pavement quality and potential asbestos content, where applicable. The cores were 75 mm in diameter and extended to the bottom of the existing pavement structure at each core location.

2.2.3 INSTALLATION OF MONITORING WELLS

Groundwater was encountered in boreholes BH18-17-1 and BH18-17-3 during the drilling operation. Monitoring wells were installed in boreholes BH18-17-2 and BH18-17-4.

The monitoring wells were constructed using 50 mm O.D. schedule 40 PVC machine slotted and threaded screen and riser pipe, unslotted and threaded cone shaped bottom cap, and a protective plastic J-Plug top cap. The screened intervals were backfilled with filter sand and the annuli riser sections were sealed with bentonite hole plug. Installation was completed to meet Provincial Standards (O.Reg.903 as amended) and the monitoring wells were equipped with flush-to-grade protective casings. Monitoring well details are further described on the borehole logs in Appendix A.

The free standing groundwater levels inside the monitoring wells were measured after a minimum of 24 hours from installation.


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2.3 LABORATORY TESTING PROGRAM

2.3.1 GEOTECHNICAL TESTING

Selected soil samples were submitted to WSP’s certified soils laboratory for geotechnical testing in accordance with Table 2.2. Geotechnical laboratory test results are provided on the borehole logs in Appendix A. A copy of the geotechnical laboratory test results is provided in Appendix B.

Table 2.2 Geotechnical Laboratory Testing Summary

GEOTECHNICAL TEST PROCEDURE/METHODOLOGY NUMBER OF TESTS

Moisture Content ASTM D2974 Twenty-eight (28)

Standard Proctor Test ASTM D698 One (1)

Subgrade Soil Permeability ASTM WK38106 / LS-702 Eight (8)

Sieve Analysis ASTM D422 and/or LS602 One (1)

Atterberg Limits ASTM D4318 Four (4)

2.3.2 ENVIRONMENTAL TESTING

Selected soil samples were submitted to AGAT Laboratories in Mississauga, Ontario for environmental testing in accordance with Table 2.3. A copy of the environmental laboratory test results is provided in Appendix C.

Table 2.3 Environmental Laboratory Testing Summary

ENVIRONMENTAL TEST NUMBER OF TESTS

Phytotoxicological Analyses (including metals and inorganics – O. Reg. 153/04 – as amended)

Four (4)

Regulation of 558 (TCLP-Inorganic) Leachate Quality One (1)

Polychlorinated Biphenyls - PCBs (O. Reg. 558/00) One (1)

BTEX & PHCs (O. Reg. 153/04 – as amended) Four (4)

Volatile Organic Compounds - VOCs (O. Reg. 558/00) One (1)

Polycyclic Aromatic Hydrocarbons – PAHs (O. Reg. 153/04 – as amended) Two (2)

Corrosivity Package Two (2)

2.3.3 ASBESTOS TESTING

Based on a review of the City’s Asbestos Locations map, the subject roadway from Euphrasia Drive to Ennerdale Street on Playfair Avenue (with the exception of Haven Road) is classified as “Contains Asbestos and Testing Required”. Therefore, twenty-five (25) pavement cores were submitted for asbestos testing (O.Reg.278/05).


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Testing was performed using polarized light microscopy (PLM), based on EPA 600, in accordance with the U.S. Environmental Protection Agency Test Method EPA/600/R-93/116: Method for the Determination of Asbestos in Bulk Building Materials (June 1993).

Asbestos test locations are provided on Figures 2 and 3. A copy of the asbestos laboratory test results is provided in Appendix D.

3 FINDINGS

3.1 EXISTING PAVEMENT CONDITION

3.1.1 PAVEMENT STRUCTURE

The existing pavement structure along the subject roadway consists of an asphaltic concrete (AC) pavement structure within the project limits. Asphalt and granular thicknesses at each borehole location are summarized in Table 3.1 below.

Table 3.1 Existing Pavement Structure

BOREHOLE NO.

ASPHALT THICKNESS (mm) GRANULAR THICKNESS

(mm)

TOTAL PAVEMENT STRUCTURE THICKNESS

(mm)

Surface Course

Middle Course Base Course Total

BH18-17-1 80 35 35 150 240 390

BH18-17-2 70 20 50 140 220 360

BH18-17-3 20 35 35 70 160 220 380

BH18-17-4 20 30 90 35 175 290 465

Average 48 60 48 156 243 399

3.1.2 INTERSECTING STREET ASPHALT COMPOSITION

EUPHRASIA DRIVE

The existing pavement structure at the intersection of Euphrasia Drive and Playfair Avenue consists of an asphaltic concrete (AC) pavement structure. Asphalt thicknesses at the cored locations are summarized in Table 3.2. Granular fill thicknesses were not recorded at the cored locations directly below the AC pavement.

Table 3.2 Existing Pavement Structure – Euphrasia Drive

COREHOLE NO. ASPHALT THICKNESS (mm) TOTAL

(mm) Surface Course Middle Course Base Course

CH18-17-1 60 30 65 155


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HAVEN ROAD

The existing pavement structure at the intersection of Haven Road and Playfair Avenue consists of an asphaltic concrete (AC) pavement structure. Asphalt thicknesses at the cored locations are summarized in Table 3.3. Granular fill thicknesses were not recorded at the cored locations directly below the AC pavement.

Table 3.3 Existing Pavement Structure – Haven Road

COREHOLE NO. ASPHALT THICKNESS (mm) TOTAL

(mm) Surface Course Middle Course Base Course

CH18-17-2 50 60 65 175

ENNERDALE STREET

The existing pavement structure at the intersection of Ennerdale Street and Playfair Avenue consists of an asphaltic concrete (AC) pavement structure. Asphalt thicknesses at the cored locations are summarized in Table 3.4. Granular fill thicknesses were not recorded at the cored locations directly below the AC pavement.

Table 3.4 Existing Pavement Structure – Ennerdale Street

COREHOLE NO.

ASPHALT THICKNESS (mm) TOTAL

(mm) Surface Course 1st Middle

Course 2nd Middle

Course Base Course

CH18-17-3 45 25 50 45 165

3.1.3 GRANULAR FILL (BASE AND SUB-BASE)

Granular fill was encountered in all boreholes directly below the asphalt, with approximate thicknesses ranging from 220 mm to 290 mm. The granular fill consists of gravelly sand with some of soil fines (silt and clay).

At the time of the investigation, the granular fill was moist. Laboratory moisture content test results for the fill was 5% to 15%. Based on SPT N-values, the granular fill has a loose to compact state of compactness.

One (1) laboratory particle size distribution analysis was conducted on a composite of samples recovered from the granular fill (Comp A – BH18-17-1 to BH18-17-4). The result is provided in Table 3.5, according to the Unified Soil Classification System (USCS):

Table 3.5 Granular Fill Particle Size Distribution Analysis Result

BOREHOLE NO. SAMPLE

I.D.

% GRADATION PRIMARY SOIL CLASSIFICATION

Gravel Sand Silt & Clay

BH18-17-1 to BH18-17-4 Comp A 34 52 14 Gravelly sand FILL, some silt and clay

The particle size distribution curve is provided in Appendix B.


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3.2 SOIL PROFILE

COHESIVE EARTH FILL

Cohesive earth fill was encountered underlying the granular fill in all boreholes. The fill consists of silty clay. It contains varying amounts of sand (some to sandy) and a trace of gravel. It extends to depths ranging from approximately 0.8 m to 2.1 m below existing ground surface.

At the time of the investigation, the cohesive earth fill was found to be dryer than the plastic limit (DTPL) to wetter than the plastic limit (WTPL). The in-situ moisture contents as determined by laboratory test yielded approximately 5% to 24%. Based on SPT N values, the cohesive fill had a firm to very stiff consistency.

SANDY SILTY CLAY TILL TO SANDY CLAYEY SILT TILL

Native glacial till deposits comprising of sandy silty clay till to sandy clayey silt till were encountered in all boreholes below the fill materials. With the exception of BH18-18-1 in which the sandy silty clay till extends to a depth of approximately 2.1 m, all other boreholes were terminated in the sandy silty clay till to sandy clayey silt till deposits at a depth of approximately 5 m below existing grade.

At the time of the investigation, the sandy silty clay till to sandy clayey silt till was found to be drier than the plastic limit (DTPL). The natural moisture contents as determined by laboratory tests yielded approximately 7% to 14%. Based on SPT N values, the sandy silt clay till to sandy clayey silt till had a very stiff to hard consistency.

Seven (7) laboratory particle size distribution analyses were conducted on selected samples obtained from the encountered clayey glacial till deposits. The results are provided in Table 3.6, according to the Unified Soil Classification System (USCS):

Table 3.6 Sandy Silty Clay Till to Sandy Clayey Silt Till Particle Size Distribution Analyses Results

BOREHOLE NO. SAMPLE I.D. % GRADATION PRIMARY SOIL

CLASSIFICATION Gravel Sand Silt & Clay

BH18-17-1 SS2 4 26 70 Sandy Silty Clay Till, trace

gravel

BH18-17-2

SS4 6 30 64 Sandy Clayey Silt Till, trace

gravel

SS7 3 29 68 Sandy Silty Clay Till, trace

gravel

BH18-17-3


gravel


gravel

BH18-17-4


gravel


gravel

The results of the analyses are shown on the borehole logs in Appendix A. The particle size distribution curves are provided in Appendix B.


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Atterberg Limits tests were carried out on four (4) of the above selected samples. The results are summarized in Table 3.7 below.

Table 3.7 Sandy Silty Clay Till to Clayey Silt Till Atterberg Limits Results

BOREHOLE NO. SAMPLE I.D. LIQUID LIMIT (LL) PLASTIC LIMIT (PL) PLASTICITY INDEX

(PI)

BH18-17-1 SS2 21 12 9

BH18-17-2 SS7 25 14 11

BH18-17-3 SS4 20 13 7

BH18-17-4 SS6 22 13 9

A review of the Atterberg limits test results indicates that all tested samples with the exception of BH18-17-3/SS4 can be classified as a clay of low plasticity (CL) in accordance with the Unified Soil Classification System. The tested sample SS4 obtained from BH18-17-3 can be classified as either a clay or silt of low plasticity (CL-ML).

The results of the Atterberg limits tests are summarized on the borehole logs in Appendix A and the plasticity charts are provided in Appendix B.

SAND AND SILT TILL

A stratum of native sand and silt till was encountered underlying the sandy silty clay till in borehole BH18-17-1. It contains a trace of gravel and some clay. The extent of the sand and silt till deposit is unknown, as borehole BH18-17-1 was terminated in this stratum at a depth of approximately 4.7 m below existing ground surface.

At the time of the investigation, the sand and silt till was found to be moist. The natural moisture contents as determined by laboratory tests yielded approximately 7% to 9%. Based on SPT N values, the sand and silt till had a very dense state of compactness.

One (1) laboratory particle size distribution analysis was conducted on selected sample obtained from the encountered sandy glacial till deposits. The result is provided in Table 3.6, according to the Unified Soil Classification System (USCS):

Table 3.8 Sand and Silt Till Particle Size Distribution Analysis Results



BH18-17-1 SS4 4 40 56 Sand and Silt Till, trace gravel, some clay

3.3 SUBGRADE PERMEABILITY The permeability (i.e. hydraulic conductivity) of the subgrade is estimated by comparing the particle size distribution curves of the subject material with established permeability correlation data. Table 3.9 presents the subgrade permeability of the encountered subgrade soil samples.

Table 3.9 Subgrade Permeability Values

BOREHOLE NO. SAMPLE SOIL TYPE PERMEABILITY (m/s)

BH18-17-1 SS2 Sandy Silty Clay Till 1 x 10-7

SS4 Sand and Silt Till 1 x 10-6


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BH18-17-2 SS4 Sandy Clayey Silt Till 1 x 10-7

SS7 Sandy Silty Clay Till 1 x 10-7

BH18-17-3 SS4 Sandy Clayey Silt Till 1 x 10-7

SS6 Sandy Clayey Silt Till 1 x 10-7

BH18-17-4 SS4 Sandy Silty Clay Till 1 x 10-7

SS6 Sandy Silty Clay Till 1 x 10-7

3.4 PROCTOR TESTING One (1) Standard Proctor compaction test was conducted on composite soil samples obtained from the subject roadway. The proctor test was conducted on the subgrade soils. Sample details and the respective standard proctor maximum dry density (SPMDD) value and optimum moisture content are detailed in Table 3.10. A copy of the laboratory result is provided in Appendix B.

Table 3.10 Standard Proctor Compaction Tests

MATERIAL LOCATION SPMDD (kg/m3)

OPTIMUM MOISTURE (%)

Subgrade Soil BH18-17-1 to BH18-17-4 1837 13.8

3.5 GROUNDWATER AND CAVE-IN CONDITIONS All boreholes with the exception of BH18-17-1 remained open and dry upon completion of drilling. Borehole BH18-17-1 caved to 4.5 m below ground surface (mbgs) and the water was at a depth of 3.5 m below ground surface (mbgs).

Monitoring wells were installed in boreholes BH18-17-2 and BH18-17-4. Static groundwater measurements were obtained in the monitoring wells after a minimum of 24 hours from installation. The recorded groundwater measurements are provided in Table 3.11.

Table 3.11 Groundwater Depths and Elevations

BH NO. DATE OF

OBSERVATION

DEPTH OF GROUNDWATER

(mBGS)

MONITOR DEPTH (mBGS)

ELEVATION OF GROUNDWATER

(mASL)

BH18-17-2 June 5, 2018 3.9 4.6 172.6

BH18-17-4 June 5, 2018 1.9 4.6 173.6

3.6 CHEMICAL TESTING

3.6.1 PHYTOTOXICOLOGICAL ANALYSES

Four (4) selected soil samples from the boreholes (one (1) sample per borehole) were analyzed for general metals and inorganic parameters under Ontario Regulation O.Reg.153/04 (amended). Test results were compared to the Ministry of the


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Environment and Climate Change (MOECC) guidelines listed in Table 1 (Full Depth Background Site Condition Standards) for Residential/ Parkland/ Institutional/ Industrial/ Commercial/ Community (RPIICC) Property Use, Tables 2 and 3 (Full Depth Generic Site Condition Standards in a Potable & Non-Potable Ground Water Condition) for Residential/ Parkland/ Institutional (RPI) and Industrial/ Commercial/ Community (ICC) Property Uses and Table 2 (Full Depth Generic Site Condition Standards in a Potable Ground Water Condition) for Agriculture or other Property Use (AG) of the Soil, Groundwater and Sediment Standards for Use Under Part XV.I of the Environmental Protection Act (April 15, 2011). The tested soil samples met the relevant MOECC guidelines, with the exceptions listed in Table 3.12. A copy of the laboratory certificate of analysis is provided in Appendix C.

Table 3.12 Results of Phytotoxicological Analyses

TESTED SAMPLE I.D.

BOREHOLE SAMPLE

PARAMETER EXCEEDANCES

MOECC Table 1 RPIICC

MOECC Tables 2 & 3 RPI

MOECC Tables 2 & 3 ICC

MOECC Table 2 AG

BH18-17-1-SS2 BH18-17-1-SS2 SAR SAR None SAR

BH18-17-2-SS2 BH18-17-2-SS2 EC & SAR SAR None SAR

BH18-17-3-SS2+SS3

BH18-17-3-SS2+SS3

EC & SAR EC & SAR SAR EC & SAR

BH18-17-4-SS2 BH18-17-4-SS2 EC & SAR EC & SAR SAR EC & SAR

Note: 1. SAR denotes Sodium Adsorption Ratio and EC denotes Electrical Conductivity

3.6.2 BTEX AND PHC ANALYSES

The above noted four (4) soil samples were also analyzed for benzene, toluene, ethyl-benzene, and xylenes (BTEX) and petroleum hydrocarbons (PHC F1-F4 fractions) under O.Reg.153/04 (amended). Test results were compared to the Ministry of the Environment and Climate Change (MOECC) guidelines listed in Table 1 (Full Depth Background Site Condition Standards) for Residential/ Parkland/ Institutional/ Industrial/ Commercial/ Community (RPIICC) Property Use, Tables 2 and 3 (Full Depth Generic Site Condition Standards in a Potable & Non-Potable Ground Water Condition) for Residential/ Parkland/ Institutional (RPI) and Industrial/ Commercial/ Community (ICC) Property Uses and Table 2 (Full Depth Generic Site Condition Standards in a Potable Ground Water Condition) for Agriculture or other Property Use (AG) of the Soil, Groundwater and Sediment Standards for Use Under Part XV.I of the Environmental Protection Act (April 15, 2011). The tested soil samples met the relevant MOECC guidelines, with the exception as listed in Table 3.13. A copy of the laboratory certificate of analyses is provided in Appendix C.

Table 3.13 Results of BTEX and PHC Analyses

TESTED SAMPLE I.D.

BOREHOLE SAMPLE





MOECC Table 2 AG

BH18-17-1-SS2 BH18-17-1-SS2 None None None None



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BH18-17-3-SS2+SS3

BH18-17-3-SS2+SS3

None None None None


3.6.3 PAH ANALYSES

Two (2) selected soil samples were also analyzed for Polycyclic Aromatic Hydrocarbons (PAHs) under O.Reg.153/04 (amended). Test results were compared to the Ministry of the Environment and Climate Change (MOECC) guidelines listed in Table 1 (Full Depth Background Site Condition Standards) for Residential/ Parkland/ Institutional/ Industrial/ Commercial/ Community (RPIICC) Property Use, Tables 2 and 3 (Full Depth Generic Site Condition Standards in a Potable & Non-Potable Ground Water Condition) for Residential/ Parkland/ Institutional (RPI) and Industrial/ Commercial/ Community (ICC) Property Uses and Table 2 (Full Depth Generic Site Condition Standards in a Potable Ground Water Condition) for Agriculture or other Property Use (AG) of the Soil, Groundwater and Sediment Standards for Use Under Part XV.I of the Environmental Protection Act (April 15, 2011). The tested soil samples met the relevant MOECC guidelines, as shown on Table 3.14 below. A copy of the laboratory certificate of analyses is provided in Appendix C.

Table 3.14 Results of PAHs Analyses

TESTED BOREHOLE SAMPLE I.D.





MOECC Table 2 AG

BH18-17-3-SS1 None None None None


3.6.4 LEACHATE QUALITY (TCLP EXTRACTION) ANALYSIS

One (1) composite soil sample was analyzed for metals and inorganic parameters, polychlorinated bi-phenyls (PCBs), and volatile organic compounds (VOCs) by Toxicity Characteristics Leaching Procedure (TCLP) extraction. Test result was compared to Schedule 4 of O.Reg.558. The tested soil sample met the relevant guidelines as summarized in Table 3.15. A copy of the laboratory certificate of analyses is provided in Appendix C.

Table 3.15 Results of TCLP Analyses

TESTED SAMPLE I.D.

BOREHOLE SAMPLE


METALS & INORGANICS

PCBs VOCs

TCLP – Playfair Ave

BH18-17-1-SS1+SS2 BH18-17-2-SS2

BH18-17-3-SS2+SS3 BH18-17-4-SS2+SS3

None None None


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3.7 ASBESTOS TESTING One (1) composite asphalt core sample was submitted for asbestos testing. Test result indicates potential presence of asbestos was detected in the tested core sample as detailed in Table 3.16. A copy of the laboratory Certificate of Analyses from EMC Scientific Incorporated is provided in Appendix D.

Table 3.16 Asbestos Detection Results

BOREHOLE LOCATION ASBESTOS RESULT

CH18-17-3 2.79% Chrysotile; 97.21% Non-Fibrous

In order to further examine the presence of asbestos, the individual asphalt layers from composite core samples of coreholes CH18-17-1 to CH18-17-3 as well as boreholes BH18-17-1 to BH18-17-4 were submitted for asbestos testing. Test results indicate asbestos was detected in the surface, mid and base layers of core samples from corehole CH18-17-3 and boreholes BH18-17-2 to BH18-17-4 as detailed in Table 3.17. A copy of the laboratory Certificate of Analyses from EMC Scientific Incorporated is provided in Appendix D.

Table 3.17 Asbestos Detection Results of Individual Asphalt Layers

BOREHOLE NO.

ASBESTOS RESULTS

Surface Course 1st Middle

Course 2nd Middle

Course Base Course

CH18-17-1 <0.25% Chrysotile; 100%

Non-Fibrous None Detected; 100 % Non-

Fibrous None Detected; 100% Non-

Fibrous

CH18-17-2 None Detected; 100% Non-

Fibrous None Detected; 100 % Non-


Fibrous

CH18-17-3 1.85% Chrysotile; 98.15%

Non-Fibrous

1.8% Chrysotile; 98.2% Non-

Fibrous

None Detected; 100% Non-

Fibrous

None Detected; 100% Non-Fibrous

BH18-17-1 None Detected; 100% Non-

Fibrous None Detected; 100 % Non-


Fibrous

BH18-17-2 <0.25% Chrysotile; 100%

Non-Fibrous 0.93% Chrysotile; 99.07 % Non-

Fibrous 0.4% Chrysotile; 99.6% Non-

Fibrous

BH18-17-3 0.93% Chrysotile; 99.07%

Non-Fibrous

0.94% Chrysotile;

99.06% Non-Fibrous

2.71% Chrysotile;

97.29% Non-Fibrous

0.96% Chrysotile; 99.04% Non-Fibrous

BH18-17-4 <0.25% Chrysotile; 100%

Non-Fibrous

0.92% Chrysotile;

99.08% Non-Fibrous

0.95% Chrysotile;

99.05% Non-Fibrous

0.47% Chrysotile; 99.53% Non-Fibrous


WSP June 2018

Page 12

3.8 CORROSIVITY TESTING The following Table 3.18 summarizes the ANSI/AWWA rating for the tested soil samples for the potential for corrosion towards buried grey or ductile cast iron pipe and assess the potential for degradation of buried concrete in contact with the encountered soils. A score of 10 points or more indicates potential for corrosion.

Table 3.18 Results of ANSI/AWWA Soil Corrosivity Potential Rating and Sulphate Content

SAMPLE I.D.

SULPHATE CONTENT

(µg/g or ppm)

RESISTIVITY (ohms-cm)

PH REDOX

POTENTIAL (mV)

SULPHIDE (%) MOISTURE CONTENT

(%)

TOTAL POINTS

BH18-17-1-SS6 23 9900/0 8.83/3 166/0 <0.05/Negative/0 Moist/ 1 4

BH18-17-3-SS5 6 6450/0 8.63/3 195/0 <0.05/Negative/0 Moist/ 1 4

4 LIMITATIONS The comments given in this report are intended for the guidance of design engineers. The number of boreholes required to determine the localized underground conditions between boreholes affecting construction costs, techniques, sequencing, equipment, scheduling, etc., may be greater than has been carried out for current purposes. Contractors bidding on or undertaking the work shall, in this light, decide on their own investigations, as well as their own interpretations of the factual borehole results, so that they may draw their own conclusions as to how the subsurface conditions may affect them.

Information in this report shall not be used by third parties without WSP’s permission. We trust that the information contained in this report is satisfactory. Should you have any questions, please do not hesitate to contact us.

FIGURES

PROJECT 2

PROJECT 1

ALLEN EXPY

DUFFERIN ST

MARLEE AVE

GLENCAIRN AVE

LAWRENCE AVE W

GLENGROVE AVE

STAYNER AVETYCOS DR

SHERMOUNT AVE

TIMES RD

HILLMOUNT AVE

GLEN PARK AVE

DANESBURY AVE

CORK AVE

DELL PARK AVE

BRIAR HILL AVE

APEX RD

WENDERLY DR

WINGOLD AVE

CLAVER AVE

DANE AVE

HOPEWELL AVE

PLAYFAIR AVE

LOCKSLEY AVE

FAIRHOLME AVE

HAVEN RD VIEWMOUNT AVE

CASTLEFIELD AVE

GLEN LONG AVE

ENGLEMOUNT AVE

CAPITOL AVE

GLENBROOK AVE

LILYWOOD RD

LOIS AVE

WHITMORE AVE

COLDSTREAM AVE

LANSDOWNE AVE

NEWGATE RD

RIDELLE AVE

MEADOWBROOK RD

ROSELAWN AVE

FAIRLEIGH CRES

EUPHRASIA DR

ELM RIDGE DR

BOLINGBROKE RD

RISA BLVD

ENNERDALE ST

ELWAY CRT

ENID CRES

PARK HILL RD

LYON CRT

CAROUSEL CRT

CONVENT CRT

BENNER AVE

BEOGRAD GDNS

MAJESTIC CRT

HILLMOUNT AVE

FAIRHOLME AVE

RIDELLE AVE

ALLEN EXPY

GLEN PARK AVE

GLENGROVE AVE

ROSELAWN AVE

GEOTECHNICAL REPORTBasement Flooding Protection Program Phase 4BF Assignment 17-02BF Assignment 17-05Toronto, Ontario

LOCATION MAP

1FILE. NO.:PROJECT: 161-16086-02

DATE: JUNE 2018

FIGURE.1:10000SCALE:

0 200 400100Meters

LegendBF Assignment 17-02-Project 1BF Assignment 17-05-Project 2

PROJECT: 161-16086-02

SCALE: 1:500

FIGURE

FILE NO.:

DATE: MAY 2018

95

93

91

90

88

70

76

1

86

84

79

73

697181

83858789

PA1 PA2TO REPLACE 250 mm DIA SANITARY SEWERPROPOSED 300 mm DIA SANITARY SEWER

TO REPLACE 250 mm DIA SANITARY SEWER

PROPOSED 300 mm DIA SANITARY SEWEREXISTING SEWER

RECONNECT

REMOVE MH I.E. 172.99

PROPOSED 1200 mm DIA MH

REMOVE MH I.E. 172.62PROPOSED 1200 mm DIA MH

TREED AREA

TREED AREA

TREED AREATREED AREA

TREED AREA

TREED AREA

FPFP

210 0 10 metres5

LEGENDBOREHOLE LOCATIONS PLAN

PROPOSED SANITARY SEWER

SE

E FIG

UR

E 3

INDICATES COREHOLE WITHOUT ASBESTOS TESTING to Ennerdale Street,Toronto, Ontario

Sanitary Sewer Replacement From Euphrasia Drive

BF Assignment 17-02, Project 1, Playfair Avenue

Basement Flooding Protection Program Phase 4,

GEOTECHNICAL REPORTMEASURES REQUIRED)

- 5.0 m DEPTH (ACM-ADDITIONAL FIELD PRECAUTION

BOREHOLE LOCATION AND DESIGNATION

WITH ASBESTOS TESTING

COREHOLE LOCATION AND DESIGNATION

GROUND SURFACE ELEVATION (mASL)176.8

MEASURED ON JUNE 5, 2018

GROUNDWATER ELEVATION (MASL)

176.8176.5

(172.2)

(172.2)

32 PE IP Gas Main (Enbridge)



G.S.

Fibre Optic (Rogers)

Fibre Optic (Rogers)


G.S.

G.S.

G.S.

Unknown Utility

Unknown Utility

Unknown Utility

Telecommunication (Rogers)

Telecommunication (Bell)

(Enbridge)

32 PE IP Gas Main

200 mm Conc.Stm.Sewer






450 mm Conc.Stm.Sewer250 mm Conc.San.Sewer



250 mm Conc.San.Sewer


600 mm Conc.Stm.Sewer675 mm Conc.Stm.Sewer


150 mm C.I.

150 mm C.I. Water Main





250

mm

Conc.S

an.S

ewer

450

mm

Conc.Stm.S

ewer

150 mm C.I. Water Main Aband'd

Euphra

sia Dr.

CH18-17-1

CH18-17-2

CH18-17-1

Playfair Ave.

Maria

nfeld A

ve.

Haven R

d.

BH18-17-1

BH18-17-1BH18-17-2

*

*

*

PROJECT: 161-16086-02

SCALE: 1:500

FIGURE

FILE NO.:

DATE: MAY 2018

PA3PA4

TO REPLACE 250 mm DIA SANITARY SEWERPROPOSED 300 mm DIA SANITARY SEWER TO REPLACE 250 mm DIA SANITARY SEWER

PROPOSED 300 mm DIA SANITARY SEWERREMOVE MH I.E. 172.20

PROPOSED 1200 mm DIA MH


RECONNECT EXISTING SEWER

TO REPLACE 250 mm DIA SANITARY SEWERPROPOSED 300 mm DIA SANITARY SEWER

EXISTING SEWER

RECONNECT


PA5

TO REPLACE 250 mm DIA SANITARY SEWERPROPOSED 300 mm DIA SANITARY SEWER

SEAL SANITARY MH COVER

PARKING

TREED AREA

310 0 10 metres5



SE

E FIG

UR

E 2

MEASURES REQUIRED)

- 5.0 m DEPTH (ACM-ADDITIONAL FIELD PRECAUTION


WITH ASBESTOS TESTING

COREHOLE LOCATION AND DESIGNATION

to Ennerdale Street,Toronto, Ontario

Sanitary Sewer Replacement From Euphrasia Drive

BF Assignment 17-02, Project 1, Playfair Avenue


GEOTECHNICAL REPORT




175.6175.5

(173.6)

(173.6)

32 PE IP Gas Main (Enbridge)32 PE IP Gas Main (Enbridge)

G.S.





Telecommunication (Bell)

560 x 410 mm (W x H)

Toronto Hydro Ductbank

560 x 410 mm (W x H)


Toronto Hydro

560 x 410 mm (W x H)


Telecommunication (Bell)Telecommunication (Bell)

Telecommunication (Bell)Telecommunication (Bell)

Toronto Hydro








Conc.Stm.Sewer


250 mm Conc.San.Sewer Aband'd

200 mm Stm.Sewer

150 mm San.Sewer

150 mm San.Sewer

300 mm Conc. Stm.Sewer

300 mm Conc. Stm.Sewer

250 mm Stm.Sewer

350 mm Conc Stm.Sewer







450

mm

Conc.S

an.S

ewer





150

mm

C.I. W

ater

Main


CH18-17-3

CH18-17-3

Playfair Ave.

Ennerd

ale St.

BH18-17-3

BH18-17-3BH18-17-4

53 51

4955575961

65

63

60

67 43

HUMP

SPEED

APPENDIX


20/08/15 1:25 PM Admin/Borehole Log Explanation Form (USCS)

BOREHOLE LOG EXPLANATION FORM

This explanatory section provides the background to assist in the use of the borehole logs. Each of the headings used on the borehole log, is briefly explained.

DEPTH

This column gives the depth of interpreted geologic contacts in metres below ground surface.

STRATIGRAPHIC DESCRIPTION

This column gives a description of the soil based on a tactile examination of the samples and/or laboratory test results. Each stratum is described according to the following classification and terminology.

Soil Classification* Terminology Proportion

Silt & Clay < 0.075 mm "trace" (e.g. trace sand) <10% Sand 0.075 to 4.75 mm "some" (e.g. some sand) 10% - 20% Gravel 4.75 to 75 mm adjective (e.g. sandy) 20% - 35% Cobbles 75 to 300 mm "and" (e.g. and sand) 35% - 50% Boulders >300 mm noun (e.g. sand) >50%

* Extension of USCS Classification system unless otherwise noted.

The use of the geologic term "till" implies that both disseminated coarser grained (sand, gravel, cobbles or boulders) particles and finer grained (silt and clay) particles may occur within the described matrix.

The compactness of cohesionless soils and the consistency of cohesive soils are defined by the following:

COHESIONLESS SOIL COHESIVE SOIL

Compactness

Standard Penetration Resistance "N", Blows / 0.3 m

Consistency

Standard Penetration Resistance "N", Blows / 0.3 m

Very Loose

0 to 4

Very Soft

0 to 2

Loose 4 to 10 Soft 2 to 4 Compact 10 to 30 Firm 4 to 8 Dense 30 to 50 Stiff 8 to 15 Very Dense Over 50 Very Stiff 15 to 30

Hard Over 30

The moisture conditions of cohesionless and cohesive soils are defined as follows.

COHESIONLESS SOILS COHESIVE SOILS

Dry DTPL - Drier Than Plastic Limit Moist APL - About Plastic Limit Wet WTPL - Wetter Than Plastic Limit

Saturated MWTPL - Much Wetter Than Plastic Limit


STRATIGRAPHY

Symbols may be used to pictorially identify the interpreted stratigraphy of the soil and rock strata.

MONITOR DETAILS

This column shows the position and designation of standpipe and/or piezometer ground water monitors installed in the borehole. Also the water level may be shown for the date indicated.

Where monitors are placed in separate boreholes, these are shown individually in the "Monitor Details" column. Otherwise, monitors are in the same borehole. For further data regarding seals, screens, etc., the reader is referred to the summary of monitor details table.

SAMPLE

These columns describe the sample type and number, the "N" value, the water content, the percentage recovery, and Rock Quality Designation (RQD), of each sample obtained from the borehole where applicable. The information is recorded at the approximate depth at which the sample was obtained. The legend for sample type is explained below.

SS = Split Spoon GS = Grab Sample ST = Thin Walled Shelby Tube CS = Channel Sample AS = Auger Flight Sample WS = Wash Sample CC = Continuous Core RC = Rock Core

% Recovery = Length of Core Recovered Per Run x 100 Total Length of Run

Where rock drilling was carried out, the term RQD (Rock Quality Designation) is used. The RQD is an indirect measure of the number of fractures and soundness of the rock mass. It is obtained from the rock cores by summing the length of core recovered, counting only those pieces of sound core that are 100 mm or more in length. The RQD value is expressed as a percentage and is the ratio of the summed core lengths to the total length of core run. The classification based on the RQD value is given below.


RQD Classification RQD (%)

Very poor quality < 25 Poor quality 25 - 50 Fair quality 50 - 75

Good quality 75 - 90 Excellent quality 90 - 100

TEST DATA

The central section of the log provides graphs which are used to plot selected field and laboratory test results at the depth at which they were carried out. The plotting scales are shown at the head of the column.

Dynamic Penetration Resistance - The number of blows required to advance a 51 mm diameter, 60º steel cone fitted to the end of 45 mm OD drill rods, 0.3 m into the subsoil. The cone is driven with a 63.5 kg hammer over a fall of 750 mm.

Standard Penetration Resistance - Standard Penetration Test (SPT) "N" Value - The number of blows required to advance a 51 mm diameter standard split-spoon sampler 300 mm into the subsoil, driven by means of a 63.5 kg hammer falling freely a distance of 750 mm. In cases where the split spoon does not penetrate 300 mm, the number of

blows over the distance of actual penetration in millimetres is shown as xBlows mm

Water Content - The ratio of the mass of water to the mass of oven-dry solids in the soil expressed as a percentage.

WP - Plastic Limit of a fine-grained soil expressed as a percentage as determined from the Atterberg Limit Test.

WL - Liquid Limit of a fine-grained soil expressed as a percentage as determined from the Atterberg Limit

Test.

REMARKS

The last column describes pertinent drilling details, field observations and/or provides an indication of other field or laboratory tests that were performed.

0.2

0.4

0.8

2.1

4.7

176.7

176.4

176.0

174.7

172.1

Borehole located on south side(eastbound lane) of Playfair Avenue,adjacent to 79 Playfair Avenue.

GSA SS2:Gravel: 4%Sand: 26%Silt and Clay: 70%

AL SS2:LL: 21%PL: 12%PI: 9%


Groundwater level was measured at3.5 m below ground surface uponcompletion of drilling.

Borehole caved to 4.5 m belowground surface upon completion ofdrilling.

ASPHALT: (150 mm)

GRANULAR FILL: (240 mm)Brown gravelly sand FILL, some silt and clay, moist,compact.

FILL:Brown silty clay FILL, trace gravel, trace sand, DTPL,stiff.

SANDY SILTY CLAY TILL:Brown SANDY SILTY CLAY TILL, trace gravel, DTPL,hard.

SAND AND SILT TILL:Brown to grey SAND AND SILT TILL, trace gravel,some clay, moist, very dense.

Borehole terminated at 4.7 m below ground surface inSAND AND SILT TILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

11

36

53

66/460mm

50/150mm

50/130mm

50/130mm

5

6

10

9

7

9

7

50

67

67

100

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH

PROJECT LOCATION: Playfair Avenue from Euphrasia Drive to Ennerdale Street

BOREHOLE TYPE: 110 mm SOLID STEM AUGER / 51 mm O.D. SPLIT SPOON

10 1030

L

20

W

GROUND ELEVATION: 176.8 m

W

BOREHOLE NO. BH18-17-1PROJECT NAME: Playfair Avenue Sanitary Sewer Replacement

DATE COMPLETED: May 22, 2018

SUPERVISOR: KH

REVIEWER: OSL

176.8

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/1701

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES

Zone: 10 NAD: 27Easting: 308011Northing: 4840838T

YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

PLA

YF

AIR

AV

E.G

PJ

WS

P_E

NV

_V1.

GD

T

19/6

/18

53

0.1

0.4

1.4

5.0

176.4

176.1

175.1

171.5

Borehole located on south side(eastbound lane) of Playfair Avenue,in front of 69 Playfair Avenue.


Groundwater level measured inmonitoring well at 3.9 m below groundsurface on June 5, 2018.


AL SS7:LL: 25%PL: 14%PI: 11%Borehole was open and dry uponcompletion of drilling.

ASPHALT: (140 mm)

GRANULAR FILL: (220 mm)Brown gravelly sand FILL, some silt and clay, moist,compact.

FILL:Brown silty clay FILL, trace gravel, trace sand, APL, stiffto very stiff.

SANDY CLAYEY SILT TILL TO SANDY SILTY CLAYTILL:Brown to grey SANDY CLAYEY SILT TILL TO SANDYSILTY CLAY TILL, trace gravel, DTPL, very stiff to hard.

Borehole terminated at 5.0 m below ground surface inSANDY CLAYEY SILT TILL TO SANDY SILTY CLAYTILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

11

18

21

37

50/130mm

32

32

11

11

10

9

7

9

9

83

67

100

100

100

100

78

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: KH

REVIEWER: OSL

176.5

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/1701

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

PLA

YF

AIR

AV

E.G

PJ

WS

P_E

NV

_V1.

GD

T

19/6

/18

0.2

0.4

2.1

5.0

175.4

175.2

173.5

170.6

Borehole located on south side(eastbound lane) of Playfair Avenue,in front of 61 Playfair Avenue.


AL SS4:LL: 20%PL: 13%PI: 7%

GSA SS6:Gravel: 4%Sand: 30%Silt and Clay: 66%Groundwater level was measured at4.1 m below ground surface uponcompletion of drilling.

Borehole was open upon completionof drilling.

ASPHALT: (160 mm)

GRANULAR FILL: (220 mm)Brown gravelly sand FILL, some silt and clay, moist,loose.

FILL:Grey to brown silty clay FILL, trace gravel, trace sand,WTPL, firm to stiff.

SANDY SILTY CLAY TILL TO SANDY CLAYEY SILTTILL:Brown to grey SANDY SILTY CLAY TILL TO SANDYCLAYEY SILT TILL, trace gravel, DTPL, hard.

Borehole terminated at 5.0 m below ground surface inSANDY SILTY CLAY TILL TO SANDY CLAYEY SILTTILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

5

6

13

48

82/305mm

50/90mm

33

14

24

12

9

8

7

6

83

67

100

78

67

100

33

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: KH

REVIEWER: OSL

175.6

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/1701

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

PLA

YF

AIR

AV

E.G

PJ

WS

P_E

NV

_V1.

GD

T

19/6

/18

48

82

0.2

0.5

2.1

5.0

175.3

175.0

173.4

170.5

Borehole located on south side(eastbound lane) of Playfair Avenue,adjacent to 49 Playfair Avenue.




AL SS6:LL: 22%PL: 13%PI: 9%Borehole was open and dry uponcompletion of drilling.

ASPHALT: (175 mm)

GRANULAR FILL: (290 mm)Brown gravelly sand FILL, some silt and clay, moist,loose.

FILL:Brown silty clay FILL, trace gravel, trace sand, WTPL,frm to very stiff.

SANDY SILTY CLAY TILL:Brown to grey SANDY SILTY CLAY TILL, trace gravel,DTPL, hard.

Borehole terminated at 5.0 m below ground surface inSANDY SILTY CLAY TILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

6

7

17

33

50/150mm

50/150mm

72

15

14

13

11

10

8

8

50

44

100

78

100

100

89

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: KH

REVIEWER: OSL

175.5

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/1701

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

PLA

YF

AIR

AV

E.G

PJ

WS

P_E

NV

_V1.

GD

T

19/6

/18

72

APPENDIX


Jun.05, 2018

50mm Crushed Aggregate (TS1010/April 2015)

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Gravelly sand, some silt and clay37.5mm26.5mm19mm16mm

13.2mm9.5mm

4.75mm2.36mm1.18mm0.600mm0.300mm0.150mm0.075mm

100.099.694.991.689.682.566.252.041.032.825.318.414.0

70.0 - 100.0

50.0 - 80.0

20.0 - 60.0

15.0 - 40.0

3.0 - 8.0

X

X

X

X

13.7426 10.4757 3.54702.1044 0.4632 0.0895

Sampled by Kether on May.22, 2018Project No: 161-16086-02/GEO/1701

City of Toronto

COT BFP, Area 17, Project 1, Playfair Ave.

161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Comp. A (Road Granular Fill) BH18-17-01 to BH18-17-04Sample Number: MM-5986 Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

50mm Crushed Aggregate (TS1010/April 2015)

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine% Fines

0.0 5.1 28.7 17.1 20.0 15.1 14.0

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75

Particle Size Distribution Report

Jun.05, 2018

Granular A /Rap/ TS1010 April 2015

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Gravelly sand, some silt and clay37.5mm26.5mm19mm16mm

13.2mm9.5mm

4.75mm2.36mm1.18mm0.600mm0.300mm0.150mm0.075mm

100.099.694.991.689.682.566.252.041.032.825.318.414.0

100.085.0 - 100.0

65.0 - 90.050.0 - 73.035.0 - 55.0

15.0 - 40.0

5.0 - 22.0

2.0 - 10.0

X

XX

X

X

X

13.7426 10.4757 3.54702.1044 0.4632 0.0895


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Comp. A (Road Granular Fill) BH18-17-01 to BH18-17-04Sample Number: MM-5986 Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

Granular A /Rap/ TS1010 April 2015

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine% Fines

0.0 5.1 28.7 17.1 20.0 15.1 14.0

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


PROCTOR TEST REPORTD

ry d

en

sity

, kg

/m3

1650

1700

1750

1800

1850

1900

Water content, %

5 7.5 10 12.5 15 17.5 20

13.8%, 1837 kg/m3

ZAV forSp.G. =2.60

Test specification: ASTM D 698-12 Method A Standard

2.60

Subgrade Soil

161-16086- City of Toronto


Elev/ Classification Nat.Sp.G. LL PI

% > % <

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Loc.: PS2 (Subgrade Soil) BH18-17-01 to BH18-17-04 Sample No.: MM-5987

Figure

Maximum dry density = 1837 kg/m3

Optimum moisture = 13.8 %


May.30, 2018

(no specification provided)

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sandy silty clay till, trace gravel16mm

13.2mm9.5mm4.75mm

2mm0.850mm0.425mm0.250mm0.106mm0.075mm

0.0391 mm.0.0283 mm.0.0183 mm.0.0109 mm.0.0078 mm.0.0057 mm.0.0029 mm.0.0012 mm.

100.097.897.495.994.192.990.687.075.770.260.154.949.842.939.534.325.718.9

12 21 9

0.3777 0.2056 0.03890.0187 0.0042

CL A-4(3)


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: BH18-17-1 SS2Sample Number: MM-5978 Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 4.1 1.8 3.5 20.4 47.7 22.5

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


May.30, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Silt and sand till, some clay, trace gravel13.2mm9.5mm4.75mm

2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.098.396.293.692.089.283.063.456.045.140.133.427.523.420.015.010.0

0.4789 0.2842 0.09090.0551 0.0145 0.0030


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.8 2.6 4.4 33.2 43.4 12.6

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


May.30, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sandy clayey silt till, trace grave13.2mm9.5mm4.75mm

2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.098.494.390.588.485.581.369.464.456.251.446.640.136.932.124.116.1

1.6958 0.3917 0.05200.0251 0.0049


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 5.7 3.8 5.0 21.1 43.9 20.5

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


May.31, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sandy silty clay till, trace gravel13.2mm9.5mm4.75mm

2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.098.996.893.691.288.584.573.067.761.357.952.847.743.439.230.722.1

14 25 11

0.5841 0.2625 0.03370.0134 0.0027

CL A-6(5)


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.2 3.2 5.1 20.8 40.9 26.8

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


Jun.08, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sandy clayey silt till, trace gravel13.2mm9.5mm4.75mm

2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.099.798.696.595.193.289.478.971.958.452.847.139.635.832.126.418.9

13 20 7

0.2678 0.1608 0.04460.0243 0.0048

CL-ML A-4(2)


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.4 2.1 3.3 21.3 48.9 23.0

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


Jun.08, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sandy clayey silt till, trace gravel9.5mm

4.75mm2mm

0.850mm0.425mm0.250mm0.106mm0.075mm


100.096.292.089.186.281.670.765.656.052.447.040.636.132.525.318.1

1.1325 0.3606 0.05390.0244 0.0047


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.8 4.2 5.8 20.6 44.0 21.6

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


Jun.08, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*


2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.098.195.893.290.188.384.374.769.963.257.753.246.943.337.930.721.7

0.8165 0.2692 0.03070.0136 0.0027


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 4.2 2.6 4.9 18.4 43.1 26.8

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


May.31, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*


2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.098.696.794.092.089.586.076.371.958.553.348.241.337.832.725.818.9

13 22 9

0.4739 0.2256 0.04240.0215 0.0047

CL A-4(4)


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.3 2.7 4.5 17.6 49.1 22.8

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


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 OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

4

7

WA

TE

R C

ON

TE

NT

19.6

20

20.4

20.8

21.2

21.6

22

22.4

22.8

23.2

23.6

NUMBER OF BLOWS5 6 7 8 9 10 20 25 30 40

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


Project:

Location: BH18-17-1 SS2Sample Number: MM-5978

Figure

Sandy silty clay till, trace gravel 21 12 9 90.6 70.2 CL


Sampled by Kether on May.22,2018Project No: 161-16086-02/GEO/1701



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 OL

CH or OH

ML or OL MH or OH


4

7

WA

TE

R C

ON

TE

NT

23.6

24

24.4

24.8

25.2

25.6

26

26.4

26.8

27.2

27.6

NUMBER OF BLOWS5 6 7 8 9 10 20 25 30 40



Project:


Figure






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 OL

CH or OH

ML or OL MH or OH


4

7

WA

TE

R C

ON

TE

NT

18.6

19

19.4

19.8

20.2

20.6

21

21.4

21.8

22.2

22.6

NUMBER OF BLOWS5 6 7 8 9 10 20 25 30 40



Project:


Figure

Sandy clayey silt till, trace gravel 20 13 7 93.2 71.9 CL-ML





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 OL

CH or OH

ML or OL MH or OH


4

7

WA

TE

R C

ON

TE

NT

18

19

20

21

22

23

24

25

26

27

28

NUMBER OF BLOWS5 6 7 8 9 10 20 25 30 40



Project:


Figure





APPENDIX


CLIENT NAME: WSP CANADA INC.351 STEELCASE ROAD WEST, UNITS 9-12MARKHAM, ON L3R4H9 (905) 475-0065

5835 COOPERS AVENUEMISSISSAUGA, ONTARIO

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

http://www.agatlabs.com

Amanjot Bhela, Inorganic CoordinatorSOIL ANALYSIS REVIEWED BY:

Neli Popnikolova, Senior ChemistTRACE ORGANICS REVIEWED BY:

DATE REPORTED:

PAGES (INCLUDING COVER): 19

Jun 01, 2018

VERSION*: 1

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

18T342681AGAT WORK ORDER:

ATTENTION TO: Kerolus Khalil

PROJECT: 161-16086-02

Laboratories (V1) Page 1 of 19

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

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

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

Member of:

*NOTES

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

BH18-17-3-SS5BH18-17-1-SS6SAMPLE DESCRIPTION:

SoilSoilSAMPLE TYPE:

2018-05-242018-05-24DATE SAMPLED:

9270750 9270756G / S: A RDLUnit G / S: B G / S: C G / S: DParameter

<0.05 <0.05Sulfide (S2-) 0.05%

6 21Chloride (2:1) 2NAµg/g NA NA NA

23 6Sulphate (2:1) 2µg/g

8.83 8.63pH (2:1) NApH Units

0.101[<A] 0.155Electrical Conductivity (2:1) 0.0050.57mS/cm 1.4 0.7 0.7

9900 6450Resistivity (2:1) 1ohm.cm

166 195Redox Potential (2:1) 5mV

Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: A Refers to Table 1: Full Depth Background Site Condition Standards - Soil - Residential/Parkland/Institutional/Industrial/Commercial/Community Property Use, B Refers to Table 3: Full Depth Generic Site Condition Standards in a Non-Potable Ground Water Condition - Soil - Industrial/Commercial/Community Property Use - Coarse Textured Soils, C Refers to Table 3: Full Depth Generic Site Condition Standards in a Non-Potable Ground Water Condition - Soil - Residential/Parkland/Institutional Property Use - Coarse Textured Soils, D Refers to Table 2: Full Depth Generic Site Condition Standards in a Potable Ground Water Condition - Soil - Agricultural or Other Property Use - Coarse Textured SoilsGuideline values are for general reference only. The guidelines provided may or may not be relevant for the intended use. Refer directly to the applicable standard for regulatory interpretation.

9270750-9270756 EC/Resistivity, pH, Chloride, Sulphate and Redox Potential were determined on the extract obtained from the 2:1 leaching procedure (2 parts DI water: 1 part soil).*Sulphide analyzed at AGAT 5623 McAdam

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

DATE RECEIVED: 2018-05-24

Certificate of Analysis

ATTENTION TO: Kerolus KhalilCLIENT NAME: WSP CANADA INC.

AGAT WORK ORDER: 18T342681

DATE REPORTED: 2018-06-01

PROJECT: 161-16086-02

Corrosivity Package

SAMPLED BY:KetherSAMPLING SITE:161-16086-02-BFP, Area 17, Project 1, Playfair Ave. 161-16086-02/GEO/1701




CERTIFICATE OF ANALYSIS (V1)

Certified By:Page 2 of 19

BH18-17-2-SS2BH18-17-1-SS2

BH18-17-3-

SS2+SS3 BH18-17-4-SS2SAMPLE DESCRIPTION:

SoilSoilSoil SoilSAMPLE TYPE:

2018-05-24 2018-05-24 2018-05-242018-05-24DATE SAMPLED:

9270471 9270751 9270754 9270758G / S: A RDLUnit G / S: B G / S: C G / S: DParameter

<0.8[<A] <0.8[<A] <0.8[<A] <0.8[<A]Antimony 0.81.3µg/g 40 7.5 7.5

3[<D] 3[<D] 5[<D] 3[<D]Arsenic 118µg/g 18 18 11

62[<A] 55[<A] 75[<A] 71[<A]Barium 2220µg/g 670 390 390

<0.5[<A] <0.5[<A] <0.5[<A] 0.5[<A]Beryllium 0.52.5µg/g 8 4 4

<5[<A] <5[<A] <5[<A] <5[<A]Boron 536µg/g 120 120 120

0.11[<C] 0.14[<C] 0.27[<C] 0.21[<C]Boron (Hot Water Soluble) 0.10NAµg/g 2 1.5 1.5

<0.5[<D] <0.5[<D] <0.5[<D] <0.5[<D]Cadmium 0.51.2µg/g 1.9 1.2 1

18[<A] 16[<A] 21[<A] 19[<A]Chromium 270µg/g 160 160 160

8.7[<A] 8.5[<A] 8.4[<A] 8.6[<A]Cobalt 0.521µg/g 80 22 22

17[<A] 16[<A] 17[<A] 15[<A]Copper 192µg/g 230 140 140

8[<D] 8[<D] 10[<D] 13[<D]Lead 1120µg/g 120 120 45

<0.5[<A] <0.5[<A] <0.5[<A] <0.5[<A]Molybdenum 0.52µg/g 40 6.9 6.9

18[<A] 18[<A] 17[<A] 16[<A]Nickel 182µg/g 270 100 100

<0.4[<A] <0.4[<A] <0.4[<A] <0.4[<A]Selenium 0.41.5µg/g 5.5 2.4 2.4

<0.2[<A] <0.2[<A] <0.2[<A] <0.2[<A]Silver 0.20.5µg/g 40 20 20

<0.4[<A] <0.4[<A] <0.4[<A] <0.4[<A]Thallium 0.41µg/g 3.3 1 1

0.6[<A] <0.5[<A] 0.7[<A] 0.6[<A]Uranium 0.52.5µg/g 33 23 23

23[<A] 22[<A] 28[<A] 28[<A]Vanadium 186µg/g 86 86 86

39[<A] 39[<A] 48[<A] 45[<A]Zinc 5290µg/g 340 340 340

<0.2[<A] <0.2[<A] <0.2[<A] <0.2[<A]Chromium VI 0.20.66µg/g 8 8 8

<0.040[<A] <0.040[<A] <0.040[<A] <0.040[<A]Cyanide 0.0400.051µg/g 0.051 0.051 0.051

<0.10[<D] <0.10[<D] <0.10[<D] <0.10[<D]Mercury 0.100.27µg/g 3.9 0.27 0.25

0.458[<A] 0.584[A-C] 0.978[D-B] 1.22[D-B]Electrical Conductivity 0.0050.57mS/cm 1.4 0.7 0.7

5.87[D-B] 8.04[D-B] 14.1[>B] 17.7[>B]Sodium Adsorption Ratio NA2.4NA 12 5 5

8.11 8.03 7.48 7.68pH, 2:1 CaCl2 Extraction NApH Units







PROJECT: 161-16086-02

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













PROJECT: 161-16086-02







9270471-9270758 EC & SAR were determined on the DI water extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil). pH was determined on the 0.01M CaCl2 extract prepared at 2:1 ratio.



TCLP-PlayfairSAMPLE DESCRIPTION:

SoilSAMPLE TYPE:

2018-05-24DATE SAMPLED:

9270760G / S RDLUnitParameter

<0.010Arsenic Leachate 0.0102.5mg/L

0.554Barium Leachate 0.100100mg/L

<0.050Boron Leachate 0.050500mg/L

<0.010Cadmium Leachate 0.0100.5mg/L

<0.010Chromium Leachate 0.0105mg/L

0.012Lead Leachate 0.0105mg/L

<0.01Mercury Leachate 0.010.1mg/L

<0.010Selenium Leachate 0.0101mg/L

<0.010Silver Leachate 0.0105mg/L

<0.050Uranium Leachate 0.05010mg/L

0.22Fluoride Leachate 0.05150mg/L

<0.05Cyanide Leachate 0.0520mg/L

<0.70(Nitrate + Nitrite) as N Leachate 0.701000mg/L

Comments: RDL - Reported Detection Limit; G / S - Guideline / Standard: Refers to O. Reg. 558 - Schedule IV Leachate Quality CriteriaGuideline values are for general reference only. The guidelines provided may or may not be relevant for the intended use. Refer directly to the applicable standard for regulatory interpretation.







PROJECT: 161-16086-02

O. Reg. 558 Metals and Inorganics









2018-05-242018-05-24DATE SAMPLED:


<0.05[<A] <0.05Naphthalene 0.050.09µg/g 9.6 0.6 0.6

<0.05[<A] <0.05Acenaphthylene 0.050.093µg/g 0.15 0.15 0.15

<0.05[<A] <0.05Acenaphthene 0.050.072µg/g 96 7.9 7.9

<0.05[<A] <0.05Fluorene 0.050.12µg/g 62 62 62

<0.05[<A] <0.05Phenanthrene 0.050.69µg/g 12 6.2 6.2

<0.05[<A] <0.05Anthracene 0.050.16µg/g 0.67 0.67 0.67

<0.05[<A] <0.05Fluoranthene 0.050.56µg/g 9.6 0.69 0.69

<0.05[<A] <0.05Pyrene 0.051µg/g 96 78 78

<0.05[<A] <0.05Benz(a)anthracene 0.050.36µg/g 0.96 0.5 0.5

<0.05[<A] <0.05Chrysene 0.052.8µg/g 9.6 7 7

<0.05[<A] <0.05Benzo(b)fluoranthene 0.050.47µg/g 0.96 0.78 0.78

<0.05[<A] <0.05Benzo(k)fluoranthene 0.050.48µg/g 0.96 0.78 0.78

<0.05[<D] <0.05Benzo(a)pyrene 0.050.3µg/g 0.3 0.3 0.078

<0.05[<A] <0.05Indeno(1,2,3-cd)pyrene 0.050.23µg/g 0.76 0.38 0.38

<0.05[<A] <0.05Dibenz(a,h)anthracene 0.050.1µg/g 0.1 0.1 0.1

<0.05[<A] <0.05Benzo(g,h,i)perylene 0.050.68µg/g 9.6 6.6 6.6

<0.05[<A] <0.05Methyl Naphthalene, 2-and 1- 0.050.59µg/g 76 0.99 0.99

Acceptable LimitsUnitSurrogate

95 111.Chrysene-d12 % 50-140


9270753-9270757 Results are based on the dry weight of the soil.Note: The result for Benzo(b)Fluoranthene is the total of the Benzo(b)&(j)Fluoranthene isomers because the isomers co-elute on the GC column.







PROJECT: 161-16086-02

O. Reg. 153(511) - PAHs (Soil)







BH18-17-2-SS2BH18-17-1-SS2

BH18-17-3-

SS2+SS3 BH18-17-4-SS2SAMPLE DESCRIPTION:

SoilSoilSoil SoilSAMPLE TYPE:

2018-05-24 2018-05-24 2018-05-242018-05-24DATE SAMPLED:

9270471 9270751 9270754 9270758G / S: A RDLUnit G / S: B G / S: C G / S: DParameter

<0.02[<A] <0.02[<A] <0.02 <0.02Benzene 0.020.02µg/g 0.32 0.21 0.21

<0.08[<A] <0.08[<A] <0.08 <0.08Toluene 0.080.2µg/g 68 2.3 2.3

<0.05[<A] <0.05[<A] <0.05 <0.05Ethylbenzene 0.050.05µg/g 9.5 2 1.1

<0.05[<A] <0.05[<A] <0.05 <0.05Xylene Mixture 0.050.05µg/g 26 3.1 3.1

<5[<A] <5[<A] <5 <5F1 (C6 to C10) 525µg/g 55 55 55

<5[<A] <5[<A] <5 <5F1 (C6 to C10) minus BTEX 525µg/g 55 55 55

<10[<A] <10[<A] <10 <10F2 (C10 to C16) 1010µg/g 230 98 98

<50[<A] <50[<A] <50 <50F3 (C16 to C34) 50240µg/g 1700 300 300

<50[<A] <50[<A] <50 <50F4 (C34 to C50) 50120µg/g 3300 2800 2800

NA[<A] NA[<A] NA NAGravimetric Heavy Hydrocarbons 50120µg/g 3300 2800 2800

9.0 10.1 11.1 8.7Moisture Content 0.1%


109 87 92 104Terphenyl % 60-140







PROJECT: 161-16086-02

O. Reg. 153(511) - PHCs F1 - F4 (Soil)













PROJECT: 161-16086-02

O. Reg. 153(511) - PHCs F1 - F4 (Soil)






9270471-9270758 Results are based on sample dry weight.The C6-C10 fraction is calculated using Toluene response factor.The C10 - C16, C16 - C34, and C34 - C50 fractions are calculated using the average response factor for n-C10, n-C16, and n-C34.Gravimetric Heavy Hydrocarbons are not included in the Total C16-C50 and are only determined if the chromatogram of the C34 - C50 hydrocarbons indicates that hydrocarbons >C50 are present.The chromatogram has returned to baseline by the retention time of nC50.Total C6 - C50 results are corrected for BTEX contributions.This method complies with the Reference Method for the CWS PHC and is validated for use in the laboratory.nC6 and nC10 response factors are within 30% of Toluene response factor.nC10, nC16 and nC34 response factors are within 10% of their average.C50 response factor is within 70% of nC10 + nC16 + nC34 average.Linearity is within 15%.Extraction and holding times were met for this sample.Fractions 1-4 are quantified with the contribution of PAHs. Under Ontario Regulation 153, results are considered valid without determining the PAH contribution if not requested by the client.Quality Control Data is available upon request.




SoilSAMPLE TYPE:



<0.005Polychlorinated Biphenyls 0.0050.3mg/L


74Decachlorobiphenyl % 60-130


9270760 The soil sample was leached using the Regulation 558 procedure. Analysis was performed on the leachate.







PROJECT: 161-16086-02

O. Reg. 558 - PCBs








SoilSAMPLE TYPE:



<0.030Vinyl Chloride 0.0300.2mg/L

<0.0201,1 Dichloroethene 0.0201.4mg/L

<0.030Dichloromethane 0.0305.0mg/L

<0.090Methyl Ethyl Ketone 0.090200mg/L

<0.020Chloroform 0.02010.0mg/L

<0.0201,2-Dichloroethane 0.0200.5mg/L

<0.020Carbon Tetrachloride 0.0200.5mg/L

<0.020Benzene 0.0200.5mg/L

<0.020Trichloroethene 0.0205.0mg/L

<0.050Tetrachloroethene 0.0503.0mg/L

<0.010Chlorobenzene 0.0108.0mg/L

<0.0101,2-Dichlorobenzene 0.01020.0mg/L



98Toluene-d8 % Recovery 60-130


9270760 Sample was prepared using Regulation 558 protocol and a zero headspace extractor.







PROJECT: 161-16086-02

O. Reg. 558 - VOCs







9270471 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 2.4 5.87BH18-17-1-SS2 NA

9270471 ON T2 S AG CT O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 5 5.87BH18-17-1-SS2 NA

9270471 ON T3 S RPI CT O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 5 5.87BH18-17-1-SS2 NA

9270751 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.57 0.584BH18-17-2-SS2 mS/cm




9270754 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.57 0.978BH18-17-3-SS2+SS3 mS/cm

9270754 ON T1 S RPI/ICC O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 2.4 14.1BH18-17-3-SS2+SS3 NA

9270754 ON T2 S AG CT O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.7 0.978BH18-17-3-SS2+SS3 mS/cm

9270754 ON T2 S AG CT O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 5 14.1BH18-17-3-SS2+SS3 NA

9270754 ON T3 S ICC CT O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 12 14.1BH18-17-3-SS2+SS3 NA

9270754 ON T3 S RPI CT O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.7 0.978BH18-17-3-SS2+SS3 mS/cm

9270754 ON T3 S RPI CT O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 5 14.1BH18-17-3-SS2+SS3 NA



9270758 ON T2 S AG CT O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.7 1.22BH18-17-4-SS2 mS/cm


9270758 ON T3 S ICC CT O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 12 17.7BH18-17-4-SS2 NA

9270758 ON T3 S RPI CT O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.7 1.22BH18-17-4-SS2 mS/cm



Guideline Violation



PROJECT: 161-16086-02

SAMPLEID GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULTSAMPLE TITLE UNIT




GUIDELINE VIOLATION (V1) Page 11 of 19


Antimony 9268078 <0.8 <0.8 NA < 0.8 127% 70% 130% 95% 80% 120% 86% 70% 130%

Arsenic 9268078 8 8 0.0% < 1 108% 70% 130% 101% 80% 120% 97% 70% 130%

Barium 9268078 52 53 1.9% < 2 101% 70% 130% 100% 80% 120% 96% 70% 130%

Beryllium 9268078 0.9 0.8 NA < 0.5 80% 70% 130% 115% 80% 120% 78% 70% 130%

Boron

9268078 8 7 NA < 5 71% 70% 130% 116% 80% 120% 70% 70% 130%

Boron (Hot Water Soluble) 9268774 0.24 0.28 NA < 0.10 92% 60% 140% 88% 70% 130% 92% 60% 140%

Cadmium 9268078 <0.5 <0.5 NA < 0.5 94% 70% 130% 104% 80% 120% 102% 70% 130%

Chromium 9268078 25 25 0.0% < 2 87% 70% 130% 101% 80% 120% 120% 70% 130%

Cobalt 9268078 15.5 15.4 0.6% < 0.5 96% 70% 130% 99% 80% 120% 93% 70% 130%

Copper

9268078 27 27 0.0% < 1 94% 70% 130% 106% 80% 120% 96% 70% 130%

Lead 9268078 9 9 0.0% < 1 107% 70% 130% 109% 80% 120% 102% 70% 130%

Molybdenum 9268078 <0.5 <0.5 NA < 0.5 103% 70% 130% 105% 80% 120% 94% 70% 130%

Nickel 9268078 30 29 3.4% < 1 95% 70% 130% 99% 80% 120% 89% 70% 130%

Selenium 9268078 <0.4 <0.4 NA < 0.4 114% 70% 130% 101% 80% 120% 94% 70% 130%

Silver

9268078 <0.2 <0.2 NA < 0.2 118% 70% 130% 100% 80% 120% 94% 70% 130%

Thallium 9268078 <0.4 <0.4 NA < 0.4 94% 70% 130% 104% 80% 120% 99% 70% 130%

Uranium 9268078 0.6 0.6 NA < 0.5 107% 70% 130% 108% 80% 120% 103% 70% 130%

Vanadium 9268078 30 31 3.3% < 1 88% 70% 130% 96% 80% 120% 90% 70% 130%

Zinc 9268078 75 80 6.5% < 5 101% 70% 130% 106% 80% 120% 102% 70% 130%

Chromium VI

9268897 <0.2 <0.2 NA < 0.2 76% 70% 130% 105% 80% 120% 110% 70% 130%

Cyanide 9268895 <0.040 <0.040 NA < 0.040 100% 70% 130% 109% 80% 120% 97% 70% 130%

Mercury 9268078 <0.10 <0.10 NA < 0.10 113% 70% 130% 107% 80% 120% 103% 70% 130%

Electrical Conductivity 9274910 0.249 0.256 2.8% < 0.005 98% 90% 110% NA NA

Sodium Adsorption Ratio 9268078 10.7 10.5 1.9% NA NA NA NA

pH, 2:1 CaCl2 Extraction

9268819 7.33 7.39 0.8% NA 101% 80% 120% NA NA

Corrosivity Package

Sulfide (S2-) 9270750 9270750 < 0.05 < 0.05 NA < 0.05 99% 80% 120%

Chloride (2:1) 9270750 9270750 6 6 NA < 2 103% 80% 120% 100% 80% 120% 104% 70% 130%

Sulphate (2:1) 9270750 9270750 23 22 4.4% < 2 96% 80% 120% 104% 80% 120% 105% 70% 130%

pH (2:1) 9270750 9270750 8.83 8.80 0.3% NA NA 90% 110% NA NA

Redox Potential (2:1)

9269127 192 189 1.5% < 5 103% 70% 130% NA NA


Arsenic Leachate 9270201 <0.010 <0.010 NA < 0.010 97% 90% 110% 113% 80% 120% 101% 70% 130%

Barium Leachate 9270201 0.553 0.594 7.1% < 0.100 98% 90% 110% 112% 80% 120% 105% 70% 130%

Boron Leachate 9270201 <0.050 <0.050 NA < 0.050 99% 90% 110% 98% 80% 120% 77% 70% 130%

Cadmium Leachate 9270201 <0.010 <0.010 NA < 0.010 102% 90% 110% 117% 80% 120% 104% 70% 130%

Chromium Leachate

9270201 <0.010 <0.010 NA < 0.010 98% 90% 110% 119% 80% 120% 100% 70% 130%

Lead Leachate 9270201 <0.010 <0.010 NA < 0.010 96% 90% 110% 112% 80% 120% 95% 70% 130%

Mercury Leachate 9270201 <0.01 <0.01 NA < 0.01 105% 90% 110% 107% 80% 120% 103% 70% 130%


SAMPLING SITE:161-16086-02-BFP, Area 17, Project 1, Playfair Ave. SAMPLED BY:Kether


Dup #1 RPDMeasured

ValueRecovery Recovery

Quality Assurance


CLIENT NAME: WSP CANADA INC.

PROJECT: 161-16086-02

Soil Analysis

UpperLower

AcceptableLimits

BatchPARAMETERSample

IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits

MATRIX SPIKEMETHOD BLANK SPIKEDUPLICATERPT Date: Jun 01, 2018 REFERENCE MATERIAL

MethodBlank




QUALITY ASSURANCE REPORT (V1) Page 12 of 19


Selenium Leachate 9270201 <0.010 <0.010 NA < 0.010 97% 90% 110% 107% 80% 120% 97% 70% 130%

Silver Leachate 9270201 <0.010 <0.010 NA < 0.010 103% 90% 110% 115% 80% 120% 121% 70% 130%

Uranium Leachate

9270201 <0.050 <0.050 NA < 0.050 101% 90% 110% 109% 80% 120% 96% 70% 130%

Fluoride Leachate 9270201 0.16 0.16 NA < 0.05 101% 90% 110% 104% 90% 110% 97% 70% 130%

Cyanide Leachate 9270201 <0.05 <0.05 NA < 0.05 100% 90% 110% 109% 90% 110% 110% 70% 130%

(Nitrate + Nitrite) as N Leachate 9270201 <0.70 <0.70 NA < 0.70 98% 80% 120% 97% 80% 120% 93% 70% 130%

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

Certified By:




Dup #1 RPDMeasured


Quality Assurance



PROJECT: 161-16086-02

Soil Analysis (Continued)

UpperLower

AcceptableLimits


IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits


MethodBlank






O. Reg. 153(511) - PHCs F1 - F4 (Soil)

Benzene 9255190 < 0.02 < 0.02 NA < 0.02 92% 60% 130% 97% 60% 130% 92% 60% 130%

Toluene 9255190 < 0.08 < 0.08 NA < 0.08 96% 60% 130% 101% 60% 130% 96% 60% 130%

Ethylbenzene 9255190 < 0.05 < 0.05 NA < 0.05 92% 60% 130% 97% 60% 130% 90% 60% 130%

Xylene Mixture 9255190 < 0.05 < 0.05 NA < 0.05 97% 60% 130% 99% 60% 130% 94% 60% 130%

F1 (C6 to C10)

9255190 < 5 < 5 NA < 5 98% 60% 130% 105% 85% 115% 82% 70% 130%

F2 (C10 to C16) 9269249 < 10 < 10 NA < 10 98% 60% 130% 102% 80% 120% 92% 70% 130%

F3 (C16 to C34) 9269249 < 50 < 50 NA < 50 96% 60% 130% 102% 80% 120% 102% 70% 130%

F4 (C34 to C50) 9269249 < 50 < 50 NA < 50 84% 60% 130% 103% 80% 120% 109% 70% 130%


Naphthalene 9235823 < 0.05 < 0.05 NA < 0.05 105% 50% 140% 79% 50% 140% 75% 50% 140%

Acenaphthylene 9235823 < 0.05 < 0.05 NA < 0.05 112% 50% 140% 81% 50% 140% 76% 50% 140%

Acenaphthene 9235823 < 0.05 < 0.05 NA < 0.05 109% 50% 140% 82% 50% 140% 76% 50% 140%

Fluorene 9235823 < 0.05 < 0.05 NA < 0.05 108% 50% 140% 85% 50% 140% 87% 50% 140%

Phenanthrene

9235823 < 0.05 < 0.05 NA < 0.05 110% 50% 140% 94% 50% 140% 99% 50% 140%

Anthracene 9235823 < 0.05 < 0.05 NA < 0.05 108% 50% 140% 88% 50% 140% 88% 50% 140%

Fluoranthene 9235823 < 0.05 < 0.05 NA < 0.05 112% 50% 140% 108% 50% 140% 100% 50% 140%

Pyrene 9235823 < 0.05 < 0.05 NA < 0.05 112% 50% 140% 107% 50% 140% 102% 50% 140%

Benz(a)anthracene 9235823 < 0.05 < 0.05 NA < 0.05 99% 50% 140% 101% 50% 140% 111% 50% 140%

Chrysene

9235823 < 0.05 < 0.05 NA < 0.05 109% 50% 140% 109% 50% 140% 107% 50% 140%

Benzo(b)fluoranthene 9235823 < 0.05 < 0.05 NA < 0.05 114% 50% 140% 91% 50% 140% 88% 50% 140%

Benzo(k)fluoranthene 9235823 < 0.05 < 0.05 NA < 0.05 115% 50% 140% 108% 50% 140% 102% 50% 140%

Benzo(a)pyrene 9235823 < 0.05 < 0.05 NA < 0.05 114% 50% 140% 98% 50% 140% 101% 50% 140%

Indeno(1,2,3-cd)pyrene 9235823 < 0.05 < 0.05 NA < 0.05 109% 50% 140% 90% 50% 140% 94% 50% 140%

Dibenz(a,h)anthracene

9235823 < 0.05 < 0.05 NA < 0.05 114% 50% 140% 97% 50% 140% 99% 50% 140%

Benzo(g,h,i)perylene 9235823 < 0.05 < 0.05 NA < 0.05 116% 50% 140% 95% 50% 140% 95% 50% 140%

Methyl Naphthalene, 2-and 1- 9235823 < 0.05 < 0.05 NA < 0.05 93% 50% 140% 70% 50% 140% 67% 50% 140%

O. Reg. 558 - VOCs

Vinyl Chloride 9269139 < 0.030 < 0.030 NA < 0.030 78% 60% 140% 94% 60% 140% NA 60% 140%

1,1 Dichloroethene 9269139 < 0.020 < 0.020 NA < 0.020 118% 70% 130% 119% 70% 130% NA 60% 140%

Dichloromethane 9269139 < 0.030 < 0.030 NA < 0.030 108% 70% 130% 111% 70% 130% NA 60% 140%

Methyl Ethyl Ketone 9269139 < 0.090 < 0.090 NA < 0.090 106% 70% 130% 90% 70% 130% NA 60% 140%

Chloroform

9269139 < 0.020 < 0.020 NA < 0.020 103% 70% 130% 114% 70% 130% NA 60% 140%

1,2-Dichloroethane 9269139 < 0.020 < 0.020 NA < 0.020 89% 70% 130% 105% 70% 130% NA 60% 140%

Carbon Tetrachloride 9269139 < 0.020 < 0.020 NA < 0.020 111% 70% 130% 109% 70% 130% NA 60% 140%

Benzene 9269139 < 0.020 < 0.020 NA < 0.020 77% 70% 130% 119% 70% 130% NA 60% 140%

Trichloroethene 9269139 < 0.020 < 0.020 NA < 0.020 108% 70% 130% 119% 70% 130% NA 60% 140%

Tetrachloroethene

9269139 < 0.050 < 0.050 NA < 0.050 101% 70% 130% 98% 70% 130% NA 60% 140%

Chlorobenzene 9269139 < 0.010 < 0.010 NA < 0.010 113% 70% 130% 115% 70% 130% NA 60% 140%




Dup #1 RPDMeasured


Quality Assurance



PROJECT: 161-16086-02

Trace Organics Analysis

UpperLower

AcceptableLimits


IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits


MethodBlank






1,2-Dichlorobenzene 9269139 < 0.010 < 0.010 NA < 0.010 112% 70% 130% 113% 70% 130% NA 60% 140%


O. Reg. 558 - PCBs

Polychlorinated Biphenyls 9270201 < 0.005 < 0.005 NA < 0.005 106% 60% 130% 97% 60% 130% NA 60% 130%

Comments: When the average of the sample and duplicate results is less than 5x the RDL, the Relative Percent Difference (RPD) will be indicated as Not Applicable (NA).

Certified By:




Dup #1 RPDMeasured


Quality Assurance



PROJECT: 161-16086-02

Trace Organics Analysis (Continued)

UpperLower

AcceptableLimits


IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits


MethodBlank






Soil Analysis

Sulfide (S2-) MIN-200-12025 ASTM E1915-09 GRAVIMETRIC

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

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

pH (2:1) INOR 93-6031 MSA part 3 & SM 4500-H+ B PH METER

Electrical Conductivity (2:1) INOR-93-6036 McKeague 4.12, SM 2510 B EC METER

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

CALCULATION

Redox Potential (2:1) McKeague 4.12 & SM 2510 B REDOX POTENTIAL ELECTRODE

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

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

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

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

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

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

ICP/OES

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

TECHNICON AUTO ANALYZER

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

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

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

ICP/OES

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

Arsenic Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Barium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Boron Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Cadmium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Chromium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Lead Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Mercury Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Selenium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Silver Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Uranium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Fluoride Leachate INOR-93-6018 EPA SW-846-1311 & SM4500-F- C ION SELECTIVE ELECTRODE

Cyanide Leachate INOR-93-6052EPA SW-846-1311 & MOE 3015 & SM 4500 CN- I





Method Summary



PROJECT: 161-16086-02

AGAT S.O.P ANALYTICAL TECHNIQUELITERATURE REFERENCEPARAMETER




METHOD SUMMARY (V1) Page 16 of 19

(Nitrate + Nitrite) as N Leachate INOR-93-6053EPA SW 846-1311 & SM 4500 - NO3- I

LACHAT FIA




Method Summary



PROJECT: 161-16086-02







Naphthalene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Acenaphthylene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Acenaphthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Fluorene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Phenanthrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Anthracene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Fluoranthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Pyrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benz(a)anthracene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Chrysene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(b)fluoranthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(k)fluoranthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(a)pyrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Indeno(1,2,3-cd)pyrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Dibenz(a,h)anthracene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(g,h,i)perylene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Methyl Naphthalene, 2-and 1- ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

.Chrysene-d12 ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzene VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

Toluene VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

Ethylbenzene VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

Xylene Mixture VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

F1 (C6 to C10) VOL-91-5009 CCME Tier 1 Method P & T GC/FID

F1 (C6 to C10) minus BTEX VOL-91-5009 CCME Tier 1 Method P & T GC/FID

F2 (C10 to C16) VOL-91-5009CCME Tier 1 Method, EPA SW846 8015

GC / FID


GC / FID


GC / FID

Gravimetric Heavy Hydrocarbons VOL-91-5009 CCME Tier 1 Method BALANCE

Moisture Content VOL-91-5009 CCME Tier 1 Method BALANCE

Terphenyl VOL-91-5009 GC/FID

Polychlorinated Biphenyls ORG-91-5112Regulation 558, EPA SW846 3510C/8082

GC/ECD

Decachlorobiphenyl ORG-91-5112 EPA SW846 3510C/8082 GC/ECD

Vinyl Chloride VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

1,1 Dichloroethene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Dichloromethane VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Methyl Ethyl Ketone VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Chloroform VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

1,2-Dichloroethane VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Carbon Tetrachloride VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Benzene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Trichloroethene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Tetrachloroethene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Chlorobenzene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

1,2-Dichlorobenzene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS


Toluene-d8 VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS




Method Summary



PROJECT: 161-16086-02






APPENDIX


EMC Scientific Inc. 5800 Ambler Drive Suite 100 Mississauga Ontario L4W 4J4 T. 905 629 9247 F. 905 629 2607 EMC Scientific Inc. is Accredited by NVLAP (NVLAP Code 201020-0) for Bulk Asbestos Analysis

Page 1 of 1

Laboratory Analysis Report To: Kerolus Khalil EMC LAB REPORT NUMBER: A36803 WSP Canada Inc. Job/Project Name: COT BFP, Area 17, Project 1, Playfair Ave Job No: 161-16086-02/Geo/1701 351 Steelcase Road West, Unit 9-12 Analysis Method: Polarized Light Microscopy – EPA 600 Number of Samples: 1 Markham, Ontario Date Received: Jan 24/18 Date Analyzed: Jan 30/18 Date Reported: Jan 30/18 L3R 4H9 Analyst: Jayoda Perera, Analyst Reviewed By: Fajun Chen, Ph.D., Laboratory Director

Client’s Sample ID

Lab Sample

No. Description/Location Sample Appearance

SAMPLE COMPONENTS (%)

Asbestos Fibres Non-

asbestos Fibres

Non-fibrous

Material

CH18-17-3 A36803-1 Composite asphalt sample Black, tar Chrysotile 2.79 97.21

Note: 1. Bulk samples are analyzed using Polarized Light Microscopy (PLM) and dispersion staining techniques. The analytical procedures are in accordance with EPA 600/R-93/116 method. 2. The results are only related to the samples analyzed. ND = None Detected (no asbestos fibres were observed), NA = Not Analyzed (analysis stopped due to a previous positive result). 3. This report may not be reproduced, except in full without the written approval of EMC Scientific Inc. This report may not be used by the client to claim product endorsement by NVLAP or any other agency of the U.S. Government. 4. The Ontario Regulatory Threshold for asbestos is 0.5%. The limit of quantification (LOQ) is 0.5%. 5. Sample analyzed by gravimetric method.


Page 1 of 1

Laboratory Analysis Report To: Kerolus Khalil EMC LAB REPORT NUMBER: A37568 WSP Canada Inc. Job/Project Name: COT BFP, Area 17, Project 1, Playfair Ave. Job No: 161-16086-02/GEO/1701 351 Steelcase Road West, Unit 9-12 Analysis Method: Polarized Light Microscopy – EPA 600 Number of Samples: 4 Markham, Ontario Date Received: Feb 27/18 Date Analyzed: Mar 6/18 Date Reported: Mar 7/18 L3R 4H9 Analyst: Philip Chung, Analyst Reviewed By: Fajun Chen, Ph.D., Laboratory Director


Lab Sample




asbestos Fibres

Non-fibrous

Material

CH18-17-3-A A37568-1 Individual asphalt sample Black, tar Chrysotile 1.85 98.15

CH18-17-3-B A37568-2 Individual asphalt sample Black, tar Chrysotile 1.80 98.2

CH18-17-3-C A37568-3 Individual asphalt sample Black, tar ND 100

CH18-17-3-D A37568-4 Individual asphalt sample Black, tar ND 100

Note: 1. Bulk samples are analyzed using Polarized Light Microscopy (PLM) and dispersion staining techniques. The analytical procedures are in accordance with EPA 600/R-93/116 method. 2. The results are only related to the samples analyzed. ND = None Detected (no asbestos fibres were observed), NA = Not Analyzed (analysis stopped due to a previous positive result). 3. This report may not be reproduced, except in full without the written approval of EMC Scientific Inc. This report may not be used by the client to claim product endorsement by NVLAP or any other agency of the U.S. Government. 4. The Ontario Regulatory Threshold for asbestos is 0.5%. The limit of quantification (LOQ) is 0.5%. 5. Samples analyzed by gravimetric reduction.


Page 1 of 2

Laboratory Analysis Report To: Kerolus Khalil EMC LAB REPORT NUMBER: A39999 WSP Canada Inc. Job/Project Name: COT BFP Area 17, Project 1 Job No: 161-16086-02/GEO/1701 351 Steelcase Road West, Unit 9-12 Analysis Method: Polarized Light Microscopy – EPA 600 Number of Samples: 20 Markham, Ontario Date Received: May 24/18 Date Analyzed: Jun 11/18 Date Reported: Jun 11/18 L3R 4H9 Analyst: Jayoda Perera, Analyst Reviewed By: Fajun Chen, Ph.D., Laboratory Director


Lab Sample




asbestos Fibres

Non-fibrous

Material

BH18-17-1-A A39999-1 Individual asphalt sample Black, tar ND 100

BH18-17-1-B A39999-2 Individual asphalt sample Black, tar ND 100

BH18-17-1-C A39999-3 Individual asphalt sample Black, tar ND 100

BH18-17-2-A A39999-4 Individual asphalt sample Black, tar Chrysotile <0.25* 100

BH18-17-2-B A39999-5 Individual asphalt sample Black, tar Chrysotile 0.93 99.07

BH18-17-2-C A39999-6 Individual asphalt sample Black, tar Chrysotile 0.4* 99.6

BH18-17-3-A A39999-7 Individual asphalt sample Black, tar Chrysotile 0.93 99.07

BH18-17-3-B A39999-8 Individual asphalt sample Black, tar Chrysotile 0.94 99.06

BH18-17-3-C A39999-9 Individual asphalt sample Black, tar Chrysotile 2.71 97.29

BH18-17-3-D A39999-10 Individual asphalt sample Black, tar Chrysotile 0.96 99.04

CH18-17-1-A A39999-11 Individual asphalt sample Black, tar Chrysotile <0.25* 100

CH18-17-1-B A39999-12 Individual asphalt sample Black, tar ND 100


CH18-17-2-A A39999-14 Individual asphalt sample Black, tar ND 100

2

Laboratory Analysis Report EMC LAB REPORT NUMBER: A39999 Client’s Job/Project Name/No.: 161-16086-02/GEO/1701 Analyst: Jayoda Perera, Analyst


Page 2 of 2


Lab Sample




asbestos Fibres

Non-fibrous

Material

CH18-17-2-B A39999-15 Individual asphalt sample Black, tar ND 100


BH18-17-4A A39999-17 Individual asphalt sample Black, tar Chrysotile <0.25* 100

BH18-17-4B A39999-18 Individual asphalt sample Black, tar Chrysotile 0.92 99.08

BH18-17-4C A39999-19 Individual asphalt sample Black, tar Chrysotile 0.95 99.05

BH18-17-4D A39999-20 Individual asphalt sample Black, tar Chrysotile 0.47* 99.53

Note: 1. Bulk samples are analyzed using Polarized Light Microscopy (PLM) and dispersion staining techniques. The analytical procedures are in accordance with EPA 600/R-93/116 method. 2. The results are only related to the samples analyzed. ND = None Detected (no asbestos fibres were observed), NA = Not Analyzed (analysis stopped due to a previous positive result). 3. This report may not be reproduced, except in full without the written approval of EMC Scientific Inc. This report may not be used by the client to claim product endorsement by NVLAP or any other agency of the U.S. Government. 4. The Ontario Regulatory Threshold for asbestos is 0.5%. The limit of quantification (LOQ) is 0.5%. 5. Sample analyzed by gravimetric method * Sample analyzed by 400 point count method. The limit of quantification (LOQ) is 0.25

WSP Canada Inc.

CITY OF TORONTO BASEMENT FLOODING PROTECTION PROGRAM PHASE 4, ASSIGNMENT 17-05, PROJECT 2, VIEWMOUNT PARK SANITARY SEWER REPLACEMENT FROM ALLEN ROAD NORTH TO SHERMOUNT AVENUE, TORONTO, ONTARIO

CITY OF TORONTO GEOTECHNICAL FACTUAL REPORT PROJECT NO.: 161-16086-02/GEO/1702 DATE: JUNE 2018

WSP UNITS 10 & 12 351 STEELCASE ROAD WEST MARKHAM, ON, CANADA L3R 4H9 T: +1 905 475-0065 WSP.COM

\\CAMRK2DAT01\camrk2\161- Projects\161-16086-02 - COT BFP and Storm Sewer Replacement (KK)\Area 17\Project 2 Viewmount Park\Wp\161-16086-02 Basement Flooding Program, Area 17, Project 2 Viewmount Park - Factual Report.docx

WSP Canada Inc.

June 25, 2018

Darrell Wunder, P.Eng., PMP Senior Engineer Design & Construction, Linear Underground Infrastructure Engineering and Construction Services City of Toronto Metro Hall, 20th Floor 55 John Street Toronto, Ontario M5V3C6

Dear Mr. Wunder:

We are pleased to submit our factual report of the geotechnical investigation for the proposed sanitary sewer replacement for Project 2 – Viewmount Park included as part of Assignment 17-05 for the City of Toronto Basement Flooding Protection Program Phase 4.

The report is based on information obtained from a pavement coring, borehole investigation and laboratory testing conducted from May 2018 to June 2018.

Geotechnical recommendations relevant to the proposed sanitary sewer replacement will be provided in a separate recommendations report.

We trust that this report meets your present requirements. Please contact us if you have any questions.

Yours sincerely,

Oswin Li, P.Eng Senior Geotechnical Engineer

WSP ref.: 161-16086-02/GEO/1702

Q U A L I T Y M A N A G E M E N T

ISSUE/REVISION FIRST ISSUE REVISION 1 REVISION 2 REVISION 3

Remarks Draft

Date June 25, 2018

Prepared by Dong Gu

Signature

Checked by Oswin Li

Signature

Authorised by Kerolus Khalil

Signature

Project number 161-16086-02/GEO/1702

Report number

File reference

Basement Flooding Protection Program Phase 4, Assignment 17-05, Project 2, Viewmount Park Sanitary Sewer Replacement from Allen Road North to Shermount Avenue, Toronto, Ontario Project No. 161-16086-02/GEO/1702 City of Toronto

WSP June 2018

S I G N A T U R E S

PREPARED BY

Dong Gu, B.A.Sc. Geotechnical EIT

REVIEWED BY

Oswin Li, P.Eng. Senior Geotechnical Engineer


WSP June 2018

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

2 PHYSIOGRAPHY .................................................................. 1

3 INVESTIGATION PROCEDURES ................................... 1

3.1 Permits, Utility Locates .................................................................... 1

3.2 Field Investigation ............................................................................. 1

3.2.1 Borehole Program ............................................................................................................................. 1

3.2.2 Pavement Coring............................................................................................................................... 2

3.2.3 Installation of monitoring Wells ............................................................................................. 2

3.3 Laboratory Testing Program .........................................................2

3.3.1 Geotechnical Testing ...................................................................................................................... 2

3.3.2 Environmental Testing .................................................................................................................. 3

3.3.3 Asbestos Testing ................................................................................................................................ 3

4 FINDINGS ............................................................................... 4

4.1 Existing Pavement Condition ...................................................... 4

4.1.1 Pavement Structure ........................................................................................................................ 4

4.1.2 Granular Fill ........................................................................................................................................... 4

4.2 Soil Profile ............................................................................................. 4

4.2.1 Fill Materials .......................................................................................................................................... 4

4.2.2 Silty Clay................................................................................................................................................... 5

4.2.3 Sandy Silty Clay Till .......................................................................................................................... 5

4.2.4 Silty Sand ................................................................................................................................................ 6

4.3 Subgrade Permeability ................................................................... 6

4.4 Proctor Testing .................................................................................... 7

4.5 Groundwater and Cave-in Conditions ...................................... 7

4.6 Chemical Testing ................................................................................ 7

4.6.1 Phytotoxicological Analyses ...................................................................................................... 7

4.6.2 BTEX and PHC Analyses ............................................................................................................... 8

4.6.3 PAH Analyses ....................................................................................................................................... 8

4.6.4 Leachate Quality (TCLP Extraction) Analysis .................................................................. 9

TABLE OF CONTENTS


WSP June 2018

4.7 Asbestos Testing ................................................................................ 9

4.8 Corrosivity Testing .......................................................................... 10

5 LIMITATIONS ...................................................................... 10

TABLES

TABLE 3.1 BOREHOLE PROGRAM .............................................................. 2 TABLE 3.2 GEOTECHNICAL LABORATORY TESTING

SUMMARY ........................................................................................... 3 TABLE 3.3 ENVIRONMENTAL LABORATORY TESTING

SUMMARY ........................................................................................... 3 TABLE 4.1 EXISTING PAVEMENT STRUCTURE .................................. 4 TABLE 4.2 SILTY CLAY PARTICLE SIZE DISTRIBUTION

ANALYSES RESULTS .................................................................... 5 TABLE 4.3 SILTY CLAY ATTERBERG LIMITS RESULTS ................... 5 TABLE 4.4 SANDY SILTY CLAY TILL PARTICLE SIZE

DISTRIBUTION ANALYSES RESULTS................................ 6 TABLE 4.5 SANDY SILTY CLAY TILL ATTERBERG

LIMITS RESULTS .............................................................................. 6 TABLE 4.6 SUBGRADE PERMEABILITY VALUES ............................... 7 TABLE 4.7 STANDARD PROCTOR COMPACTION TEST ............... 7 TABLE 4.8 PHYTOTOXICOLOGICAL ANALYSIS

EXCEEDANCES ................................................................................ 8 TABLE 4.9 BTEX AND PHC EXCEEDANCES ......................................... 8 TABLE 4.10 PAHS EXCEEDANCE .................................................................... 9 TABLE 4.11 TCLP EXCEEDANCE ...................................................................... 9 TABLE 4.12 ASBESTOS DETECTION RESULTS OF

INDIVIDUAL ASPHALT LAYERS ............................................ 9 TABLE 4.13 RESULTS OF ANSI/AWWA SOIL

CORROSIVITY POTENTIAL RATING AND SULPHATE CONTENT ................................................................ 10

FIGURES

1 LOCATION MAP 2 BOREHOLE LOCATIONS PLAN


WSP June 2018

APPENDICES






WSP June 2018

Page 1

1 INTRODUCTION WSP Canada Inc. (WSP) was retained by the City of Toronto (City) to complete a geotechnical investigation at Viewmount Park from Allen Road North to Shermount Avenue, in the City of Toronto, Ontario. A Location Map is provided as Figure 1, in the Figures section of this report.

The geotechnical investigation was requested to obtain subsurface information for the proposed upgrades described in Assignment 17-05, Project 2 of the Toronto Basement Flooding Protection Program Phase 4. The proposed upgrades include the following:

Replace existing 675 mm sanitary sewer with a new 2400 mm (W) x 1200 mm (H) box culvert along 35 m length at Viewmount Park from William R. Allen Road North to 28 m East of William Allen Rd North; and

Replace existing 675 mm sanitary sewer with a new 2400 mm (W) x 1200 mm (H) box culvert along 95 m length at Viewmount Park from 23 m East of William R. Allen Road North to Shermount Avenue.

This geotechnical report summarizes the investigation procedures and findings, and provides information on the existing pavement structure, subsurface soil and groundwater conditions within the investigated limits. Geotechnical recommendations relevant to the proposed upgrades will be provided in a separate recommendations report, as stipulated under the project requirements.

2 PHYSIOGRAPHY The project area is situated within Yonge tills (clayey silt till) area as represented in Quaternary Geology: Toronto and Surrounding Area (Ministry of Natural Resources, Ontario Geological Survey, Preliminary Map P.2204).

3 INVESTIGATION PROCEDURES

3.1 PERMITS, UTILITY LOCATES Borehole locations were predetermined and established in the field by WSP personnel. Specific borehole locations were selected to avoid conflicts with existing above ground and underground utilities, including water, sewer, gas, hydro, telephone and cable locations that were verified in the field using Ontario One-call and City of Toronto Public Works services.

Park Access Agreement was obtained from the City and Toronto Park Department was notified prior to the fieldwork.

3.2 FIELD INVESTIGATION

3.2.1 BOREHOLE PROGRAM

The borehole investigation was conducted on May 25, 2018. A total of two (2) boreholes were advanced adjacent to proposed new box culvert. The boreholes were drilled to a depth of approximately 11.1 m below ground surface. The boreholes were advanced at the locations shown on Figure 2, provided in the Figures section of this report. The borehole program is summarized in Table 3.1.


WSP June 2018

Page 2

Table 3.1 Borehole Program

ITEM PROJECT 2 – VIEWMOUNT PARK

Number of Boreholes Two (2)

Borehole Depth (m) 11.1

Borehole Designation BH18-17-5 & BH18-17-6

Number of Pavement Cores One (1)

Boreholes were advanced using a truck-mounted rig equipped with 110 mm Outside Diameter (O.D.) solid stem augers and 51 mm O.D. split-spoon samplers. A qualified WSP geotechnical engineering technician supervised the drilling, logged and sampled the boreholes in accordance with City standards. Soil samples were recovered and retained in labeled air-tight containers for subsequent review by the project engineer and laboratory testing as required. Asphalt and granular road base thicknesses were recorded at BH18-17-6 advanced through pavement.

The depth to groundwater and/or borehole “cave-in” was measured upon completion of drilling. The boreholes were backfilled immediately after completion with cement grout (1:3 cement sand mortar dry mixed) and compacted with a flat top hand tamper, in accordance with City standards. Compacted cold-mix asphalt was used to restore the boreholes advanced through pavement.

Ground surface elevations at each borehole location were obtained from the project topographic survey data. Borehole locations were obtained based on three (3) tie-in measurements from permanent structures.

Borehole logs detailing the individual pavement and soil profiles are provided in Appendix A. Ground surface elevations and borehole locations are provided on the borehole logs.

3.2.2 PAVEMENT CORING

Coring was conducted at one (1) borehole location prior to drilling operations to evaluate the pavement quality and potential asbestos content, where applicable. The cores were 75 mm in diameter and extended to the bottom of the existing pavement structure at the core location.

3.2.3 INSTALLATION OF MONITORING WELLS

A monitoring well was installed in each of BH18-17-5 and BH18-17-6 for further monitoring of groundwater level.

3.3 LABORATORY TESTING PROGRAM

3.3.1 GEOTECHNICAL TESTING

Selected soil samples were submitted to WSP’s certified soils laboratory for geotechnical testing in accordance with Table 3.2. Geotechnical laboratory test results are provided on the borehole logs in Appendix A. A copy of the geotechnical laboratory test results is provided in Appendix B.


WSP June 2018

Page 3

Table 3.2 Geotechnical Laboratory Testing Summary

GEOTECHNICAL TEST PROCEDURE/METHODOLOGY NUMBER OF TESTS

Moisture Content ASTM D2974 Twenty-two (22)

Standard Proctor Test ASTM D698 One (1)

Subgrade Soil Permeability ASTM WK38106 / LS-702 Four (4)

Atterberg Limits ASTM D4318 Two (2)

3.3.2 ENVIRONMENTAL TESTING

Selected soil samples were submitted to AGAT Laboratories in Mississauga, Ontario for environmental testing in accordance with Table 3.3. A copy of the environmental laboratory test results is provided in Appendix C.

Table 3.3 Environmental Laboratory Testing Summary

ENVIRONMENTAL TEST NUMBER OF TESTS

Phytotoxicological Analyses (including metals and inorganics – O. Reg. 153/04 – as amended)

Two (2)

Regulation of 558 (TCLP-Inorganic) Leachate Quality One (1)

Polychlorinated Biphenyls - PCBs (O. Reg. 558/00) One (1)

BTEX & PHCs (O. Reg. 153/04 – as amended) Two (2)

Volatile Organic Compounds - VOCs (O. Reg. 558/00) One (1)

Polycyclic Aromatic Hydrocarbons – PAHs (O. Reg. 153/04 – as amended) Two (2)

Corrosivity Package Two (2)

3.3.3 ASBESTOS TESTING

Based on a review of the City’s Asbestos Locations map, the subject roadway is classified as “Testing Required”. Therefore, one (1) pavement core was submitted for asbestos testing (O.Reg.278/05).

Testing was performed using polarized light microscopy (PLM), based on EPA 600, in accordance with the U.S. Environmental Protection Agency Test Method EPA/600/R-93/116: Method for the Determination of Asbestos in Bulk Building Materials (June 1993).

Asbestos test locations are provided on Figure 2. A copy of the asbestos laboratory test results is provided in Appendix D.


WSP June 2018

Page 4

4 FINDINGS

4.1 EXISTING PAVEMENT CONDITION

4.1.1 PAVEMENT STRUCTURE

The existing pavement structure along the Viewmount Park Trail, adjacent to proposed box culvert, consists of an asphaltic concrete (AC) pavement structure within the project limits. Asphalt and granular thicknesses at the borehole location are summarized in Table 4.1 below.

Table 4.1 Existing Pavement Structure

BOREHOLE NO.

ASPHALT THICKNESS (mm) GRANULAR THICKNESS

(mm)

TOTAL PAVEMENT STRUCTURE THICKNESS

(mm)

Surface Course

Middle Course Base Course Total

BH18-17-6 40 - - 40 140 180

4.1.2 GRANULAR FILL

Granular fill was encountered in the borehole directly below the asphalt, with approximate thickness of 140 mm. The granular fill consists of gravelly sand with some amounts of soil fines (silt and clay).

At the time of the investigation, the granular fill was moist. Laboratory moisture content test result was 4%. Based on SPT N-values, the granular fill has a loose state of compactness.

4.2 SOIL PROFILE

4.2.1 FILL MATERIALS

COHESIVE EARTH FILL

Cohesive earth fill was encountered underlying the granular fill in BH18-17-5 and BH18-17-6. The cohesive earth fill consists of clayey silt to silty clay fill with traces of gravel and varying amount of sand (trace to sandy). The fill extends to depths ranging from approximately 2.1 m to 2.9 m below existing ground surface.

At the time of the investigation, the cohesive earth fill was found to be about plastic limit (APL) to wetter than plastic limit (WTPL). The in-situ moisture contents as determined by laboratory tests yielded approximately 10% to 21%. Based on SPT N values, the cohesive earth fill has a soft to stiff consistency.


WSP June 2018

Page 5

4.2.2 SILTY CLAY

A stratum of native silty clay was encountered underlying the cohesive earth fill in BH18-17-5 and BH18-17-6. The silty clay contains a trace of gravel and a trace to some sand. It extends to a depth of approximately 8.5 m and 4.4 m below existing ground surface in BH18-17-5 and BH18-17-6, respectively.

A second silty clay stratum containing traces of gravel and sand was encountered in BH18-17-6 at a depth of approximately 8.6 m below grade. BH18-17-6 was terminated in this second silty clay stratum at a depth of approximately 11.1 m below existing ground surface.

At the time of the investigation, the silty clay was found to be about plastic limit (APL) to wetter than plastic limit (WTPL). The natural moisture contents as determined by laboratory tests ranged from approximately 12% to 26%. Based on SPT N values, the native silty clay has a soft to hard consistency.

Two (2) laboratory particle size distribution analyses were conducted on selected samples obtained from the silty clay deposit. The results are provided in Table 4.2, according to the Unified Soil Classification System (USCS):

Table 4.2 Silty Clay Particle Size Distribution Analyses Results



BH18-17-05 SS6 0 0 100 SILTY CLAY

BH18-17-06 SS11 0 1 99 SILTY CLAY, trace sand


Atterberg Limits test was carried out on one (1) of the above selected samples. The results are summarized in Table 4.3 below.

Table 4.3 Silty Clay Atterberg Limits Results

BOREHOLE NO. SAMPLE I.D. LIQUID LIMIT

(LL) PLASTIC LIMIT

(PL) PLASTICITY INDEX

(PI)

BH18-17-5 SS6 36 17 19

A review of the Atterberg limits test results indicates that BH18-17-5 (SS6) can be classified as a clay of low plasticity (CL) in accordance with the Unified Soil Classification System.


4.2.3 SANDY SILTY CLAY TILL

A stratum of native sandy silty clay till deposit was encountered underlaying the silty clay at a depth of approximately 8.5 m and 4.4 m in BH18-17-5 and BH18-17-6, respectively. The native sandy silty clay till deposit contains a trace of gravel. It extends to a depth of approximately 11 m and 8.6 m below existing ground surface in BH18-17-5 and BH18-17-6, respectively


WSP June 2018

Page 6

At the time of the investigation, sandy silty clay till deposit was found to be about plastic limit (APL) to wetter than plastic limit (WTPL). The natural moisture contents as determined by laboratory tests yielded approximately 11% to 21%. Based on SPT N values, the native sandy silty clay till has a stiff to hard consistency.

Two (2) laboratory particle size distribution analyses were conducted on a selected sample obtained from the sandy silty clay till deposit. The results are provided in Table 4.4, according to the Unified Soil Classification System (USCS):

Table 4.4 Sandy Silty Clay Till Particle Size Distribution Analyses Results



BH18-17-5 SS10 2 30 68 SANDY SILTY CLAY TILL, trace

gravel

BH18-17-6 SS8 3 26 71 SANDY SILTY CLAY TILL, trace

gravel


Atterberg Limits test was carried out on the above selected sample. The results are summarized in Table 4.5 below.

Table 4.5 Sandy Silty Clay Till Atterberg Limits Results

BOREHOLE NO. SAMPLE I.D. LIQUID LIMIT

(LL) PLASTIC LIMIT

(PL) PLASTICITY INDEX

(PI)

BH18-17-6 SS8 20 12 8

A review of the Atterberg limits test results indicates that BH18-17-6 (SS8) can be classified as a clay of low plasticity (CL) in accordance with the Unified Soil Classification System.


4.2.4 SILTY SAND

A stratum of native silty sand was encountered underlying the sandy silty clay till stratum in BH18-17-5. The silty sand contains a trace of gravel and a trace of clay. BH18-17-5 was terminated in the silty sand at a depth of approximately 11.1 m below existing ground surface.

At the time of the investigation, the silty sand was wet. The natural moisture content as determined by laboratory test was approximately 17%. Based on SPT N values, the native silty sand has a very dense state of compactness.

4.3 SUBGRADE PERMEABILITY The permeability (i.e. hydraulic conductivity) of the subgrade is estimated by comparing the particle size distribution curves of the subject material with established permeability correlation data. Table 4.6 presents the subgrade permeability of the encountered subgrade soil samples.


WSP June 2018

Page 7

Table 4.6 Subgrade Permeability Values

BOREHOLE NO. SAMPLE SOIL TYPE PERMEABILITY (m/s)

BH18-17-5 SS6 SILTY CLAY <1 x 10-7

SS10 SANDY SILTY CLAY, trace gravel <1 x 10-6

BH18-17-6 SS8 SANDY SILTY CLAY TILL, trace gravel <1 x 10-6

SS11 SILTY CLAY, trace sand <1 x 10-7

4.4 PROCTOR TESTING One (1) Standard Proctor compaction test was conducted on composite soil samples obtained from the Viewmount park trail adjacent to proposed new box culvert. The proctor test was conducted on the subgrade soils. The sample recovered for road granular was insufficient to facilitate this test. Sample details and the respective standard proctor maximum dry density (SPMDD) values and optimum moisture contents are detailed in Table 4.7. A copy of the laboratory result is provided in Appendix B.

Table 4.7 Standard Proctor Compaction Test

MATERIAL LOCATION SPMDD (kg/m3)

OPTIMUM MOISTURE (%)

Subgrade Soil BH18-17-5 and BH18-17-6 1,932 11.9

4.5 GROUNDWATER AND CAVE-IN CONDITIONS BH18-17-5 caved to a depth of approximately 2.7 m below existing ground surface and groundwater was measured in this caved borehole at a depth of approximately 2.7 m. BH18-17-6 caved to a depth of approximately 1.7 m below existing ground surface and groundwater was measured in this caved borehole at a depth of approximately 1.7 m.

A groundwater monitoring well was installed in each of BH18-17-5 and BH18-17-6 for further monitoring of groundwater levels. Static groundwater measurements were obtained on June 5, 2018 in the respective monitoring wells after a minimum of 24 hours from installation. The groundwater measurements were recorded as 3.0 m and 3.4 m in BH18-17-5 and BH18-17-6, respectively.

4.6 CHEMICAL TESTING

4.6.1 PHYTOTOXICOLOGICAL ANALYSES

Two (2) selected soil samples from the boreholes (one (1) sample per borehole) were analyzed for general metals and inorganic parameters under Ontario Regulation O.Reg.153/04 (amended). Test results were compared to the Ministry of the Environment and Climate Change (MOECC) guidelines listed in Table 1 (Full Depth Background Site Condition Standards) for Residential/ Parkland/ Institutional/ Industrial/ Commercial/ Community (RPIICC) Property Use, Tables 2 and 3 (Full Depth Generic Site Condition Standards in a Potable & Non-Potable Ground Water Condition) for Residential/ Parkland/ Institutional (RPI) and Industrial/ Commercial/ Community (ICC) Property Uses and Table 2 Full Depth Generic Site Condition Standards in a Potable Ground Water Condition for Agriculture or other (AG) Property Use of the Soil, Groundwater and Sediment Standards for Use Under Part XV.I of the Environmental Protection Act (April 15, 2011). The tested soil samples met the


WSP June 2018

Page 8

relevant MOECC guidelines, with the exceptions listed in Table 4.8. A copy of the laboratory certificate of analysis is provided in Appendix C.

Table 4.8 Phytotoxicological Analysis Exceedances

TESTED SAMPLE I.D.

BOREHOLE SAMPLE





MOECC Table 2 AG


BH18-17-6-SS2 BH18-17-6-SS2 EC, SAR EC, SAR SAR EC, SAR

Note: 1. SAR denotes Sodium Adsorption Ratio and EC denotes Electrical Conductivity

4.6.2 BTEX AND PHC ANALYSES

The above noted two (2) soil samples were also analyzed for benzene, toluene, ethyl-benzene, and xylenes (BTEX) and petroleum hydrocarbons (PHC F1-F4 fractions) under O.Reg.153/04 (amended). Test results were compared to the Ministry of the Environment and Climate Change (MOECC) guidelines listed in Table 1 (Full Depth Background Site Condition Standards) for Residential/ Parkland/ Institutional/ Industrial/ Commercial/ Community (RPIICC) Property Use, Tables 2 and 3 (Full Depth Generic Site Condition Standards in a Potable & Non-Potable Ground Water Condition) for Residential/ Parkland/ Institutional (RPI) and Industrial/ Commercial/ Community (ICC) Property Uses and Table 2 Full Depth Generic Site Condition Standards in a Potable Ground Water Condition for Agriculture or other (AG) Property Use of the Soil, Groundwater and Sediment Standards for Use Under Part XV.I of the Environmental Protection Act (April 15, 2011). The tested soil samples met the relevant MOECC guidelines as detailed in Table 4.9. A copy of the laboratory certificate of analysis is provided in Appendix C.

Table 4.9 BTEX and PHC Exceedances

TESTED SAMPLE I.D.

BOREHOLE SAMPLE





MOECC Table 2 AG



4.6.3 PAH ANALYSES

Two (2) selected soil sample was also analyzed for Polycyclic Aromatic Hydrocarbons (PAHs) under O.Reg.153/04 (amended). Test results were compared to the Ministry of the Environment and Climate Change (MOECC) guidelines listed in Table 1 (Full Depth Background Site Condition Standards) for Residential/ Parkland/ Institutional/ Industrial/ Commercial/ Community (RPIICC) Property Use, Tables 2 and 3 (Full Depth Generic Site Condition Standards in a Potable & Non-Potable Ground Water Condition) for Residential/ Parkland/ Institutional (RPI) and Industrial/ Commercial/ Community (ICC) Property Uses and Table 2 Full Depth Generic Site Condition Standards in a Potable Ground Water Condition for Agriculture or other (AG) Property Use of the Soil, Groundwater and Sediment Standards for Use Under Part XV.I of the Environmental Protection Act (April 15, 2011). The tested soil samples met the relevant MOECC guidelines, with the exceptions listed in Table 4.10 below. A copy of the laboratory certificate of analysis is provided in Appendix C.


WSP June 2018

Page 9

Table 4.10 PAHs Exceedance

TESTED BOREHOLE SAMPLE I.D.





MOECC Table 2 AG


BH18-17-6-SS1A

Benz(a)anthracene, Benzo(a)pyrene,

Benzo(b)fluoranthene, Fluoranthene

Benzo(a)pyrene, Fluoranthene

Benzo(a)pyrene Benzo(a)pyrene,

Fluoranthene

4.6.4 LEACHATE QUALITY (TCLP EXTRACTION) ANALYSIS

One (1) composite soil sample was analyzed for metals and inorganic parameters, polychlorinated bi-phenyls (PCBs), and volatile organic compounds (VOCs) by Toxicity Characteristics Leaching Procedure (TCLP) extraction. Test result was compared to Schedule 4 of O.Reg.558. The tested soil sample met the relevant guidelines as detailed in Table 4.11. A copy of the laboratory certificate of analysis is provided in Appendix C.

Table 4.11 TCLP Exceedance

TESTED SAMPLE I.D.

BOREHOLE SAMPLE


METALS & INORGANICS

PCBs VOCs

TCLP BH18-17-5-SS2+SS3 BH18-17-6-SS2+SS3

None None None

4.7 ASBESTOS TESTING One (1) individual asphalt layer of BH18-19-6 core sample was submitted for asbestos testing. Test results indicate asbestos was not detected in the top course layer of the core sample BH18-17-6, as detailed in Table 4.112. A copy of the laboratory Certificate of Analysis from EMC Scientific Incorporated is provided in Appendix D.

Table 4.12 Asbestos Detection Results of Individual Asphalt Layers

BOREHOLE NO. ASBESTOS RESULTS

Surface Course

BH18-17-6 None Detected; 100 % Non-Fibrous


WSP June 2018

Page 10

4.8 CORROSIVITY TESTING The following Table 4.13 summarizes the ANSI/AWWA rating for the tested soil samples for the potential for corrosion towards buried grey or ductile cast iron pipe and assess the potential for degradation of buried concrete in contact with the encountered soils. A score of 10 points or more indicates potential for corrosion.

Table 4.13 Results of ANSI/AWWA Soil Corrosivity Potential Rating and Sulphate Content

I.D. AND NAME

SAMPLE I.D.

SULPHATE CONTENT

(µg/g or ppm)

RESISTIVITY (ohms-cm)

PH REDOX

POTENTIAL (mV)

SULPHIDE (%)

MOISTURE CONTENT

(%)

TOTAL POINTS

Viewmount Park

BH18-19-5-SS8

41 4270/0 8.06/0 195/0 0.22/Trace/2 Fair

Drainage/ 1 3

BH18-19-6-SS9

28 5240/0 8.22/0 164/0 0.22/Trace/2 Poor

Drainage/ 2 4

5 LIMITATIONS The comments given in this report are intended for the guidance of design engineers. The number of boreholes required to determine the localized underground conditions between boreholes affecting construction costs, techniques, sequencing, equipment, scheduling, etc., may be greater than has been carried out for current purposes. Contractors bidding on or undertaking the work shall, in this light, decide on their own investigations, as well as their own interpretations of the factual borehole results, so that they may draw their own conclusions as to how the subsurface conditions may affect them.

Information in this report shall not be used by third parties without WSP’s permission. We trust that the information contained in this report is satisfactory. Should you have any questions, please do not hesitate to contact us.

FIGURES

PROJECT 2

PROJECT 1

ALLEN EXPY

DUFFERIN ST

MARLEE AVE

GLENCAIRN AVE

LAWRENCE AVE W

GLENGROVE AVE

STAYNER AVETYCOS DR

SHERMOUNT AVE

TIMES RD

HILLMOUNT AVE

GLEN PARK AVE

DANESBURY AVE

CORK AVE

DELL PARK AVE

BRIAR HILL AVE

APEX RD

WENDERLY DR

WINGOLD AVE

CLAVER AVE

DANE AVE

HOPEWELL AVE

PLAYFAIR AVE

LOCKSLEY AVE

FAIRHOLME AVE

HAVEN RD VIEWMOUNT AVE

CASTLEFIELD AVE

GLEN LONG AVE

ENGLEMOUNT AVE

CAPITOL AVE

GLENBROOK AVE

LILYWOOD RD

LOIS AVE

WHITMORE AVE

COLDSTREAM AVE

LANSDOWNE AVE

NEWGATE RD

RIDELLE AVE

MEADOWBROOK RD

ROSELAWN AVE

FAIRLEIGH CRES

EUPHRASIA DR

ELM RIDGE DR

BOLINGBROKE RD

RISA BLVD

ENNERDALE ST

ELWAY CRT

ENID CRES

PARK HILL RD

LYON CRT

CAROUSEL CRT

CONVENT CRT

BENNER AVE

BEOGRAD GDNS

MAJESTIC CRT

HILLMOUNT AVE

FAIRHOLME AVE

RIDELLE AVE

ALLEN EXPY

GLEN PARK AVE

GLENGROVE AVE

ROSELAWN AVE

GEOTECHNICAL REPORTBasement Flooding Protection Program Phase 4BF Assignment 17-02BF Assignment 17-05Toronto, Ontario

LOCATION MAP

1FILE. NO.:PROJECT: 161-16086-02

DATE: JUNE 2018

FIGURE.1:10000SCALE:

0 200 400100Meters

LegendBF Assignment 17-02-Project 1BF Assignment 17-05-Project 2

PROJECT: 161-16086-02

SCALE: 1:500

FIGURE

FILE NO.:

DATE: JUNE 2018

173.75

0

173.750

174.000

174.000

174.250

17

4.0

00

174.000

169.250

169.250

169.250

169.250

169.500

169.500

169.500

169.500

169.750

169.750

17

0.0

00

170.0

00

170.0

00

170.0

00

170.250

170.250

170.500

170.500

170.750

170.750

171.0

00

171.0

00

171.0

00

171.0

00

171.250

171.250

171.500

171.500

171.750

171.750

172.0

00

172.0

00

172.0

00

172.0

00

17

2.0

00

17

2.

250

17

2.

25

0

172.250

172.500

172.500

172.500

172.750

172.750

172.750

173.0

00

173.000

173.000

173.000

173.0

00

173.000

173.000

173.250

173.250

173.250

173.250

173.500

173.500

173.

500

173.750

173.750

173.750

173.750

173.750

174.0

00

174.000

174.000

174.000

174.0

00

174.0

00

174.

000

172.250

173.750

173.500

169

VP1

TO REPLACE 675 mm DIA SANITARY SEWER

PROPOSED 2400 mm (W) x 1200 mm (H) BOX CULVERT

BASEBALL DIAMOND

BENCH

BENCH

EXISTING SEWER

RECONNECT

VP2

VP3

CAP AND PLUG

CAP AND PLUG

TO BE ABANDONED

675 mm DIA SANITARY SEWER

TO BE ABANDONED

675 mm DIA SANITARY SEWER

PROPOSED 1200 mm DIA RISER



TO BE ABANDONED

SANITARY MH

EXISTING SEWER

RECONNECT

ORIFICE PLATE, SEE NOTE 1

PROPOSED 600 mm DIA

AVENUE

FROM SHERMOUNT

CONSTRUCTION ACCESS

SEE NOTE 2

TENNIS COURT

210 0 10 metres5



TESTING

INDICATES BOREHOLE WITHOUT CORING AND ASBESTOS

to Shermount Avenue,Toronto, Ontario

Sanitary Sewer Replacement From Allen Road North

BF Assignment 17-05, Project 2, Viewmount Park


GEOTECHNICAL REPORT

- 10.0 m DEPTH WITH ASBESTOS TESTING





172.8

173.9

(170.6)

(169.8)

(169.8)

Alle

n R

d.

Viewmount Park

Vie

wm

ount P

ark Trail

BH18-17-5

BH18-17-6

BH18-17-5

*

*

APPENDIX



BOREHOLE LOG EXPLANATION FORM

This explanatory section provides the background to assist in the use of the borehole logs. Each of the

headings used on the borehole log, is briefly explained.

DEPTH

This column gives the depth of interpreted geologic contacts in metres below ground surface.


This column gives a description of the soil based on a tactile examination of the samples and/or laboratory

test results. Each stratum is described according to the following classification and terminology.

Soil Classification* Terminology Proportion

Silt & Clay < 0.075 mm "trace" (e.g. trace sand) <10%

Sand 0.075 to 4.75 mm "some" (e.g. some sand) 10% - 20%

Gravel 4.75 to 75 mm adjective (e.g. sandy) 20% - 35%

Cobbles 75 to 300 mm "and" (e.g. and sand) 35% - 50%

Boulders >300 mm noun (e.g. sand) >50%

* Extension of USCS Classification system unless otherwise noted.

The use of the geologic term "till" implies that both disseminated coarser grained (sand, gravel, cobbles or boulders)

particles and finer grained (silt and clay) particles may occur within the described matrix.

The compactness of cohesionless soils and the consistency of cohesive soils are defined by the following:

COHESIONLESS SOIL COHESIVE SOIL

Compactness

Standard Penetration

Resistance "N",

Blows / 0.3 m

Consistency

Standard Penetration

Resistance "N",

Blows / 0.3 m

Very Loose

0 to 4

Very Soft

0 to 2

Loose 4 to 10 Soft 2 to 4

Compact 10 to 30 Firm 4 to 8

Dense 30 to 50 Stiff 8 to 15

Very Dense Over 50 Very Stiff 15 to 30

Hard Over 30

The moisture conditions of cohesionless and cohesive soils are defined as follows.

COHESIONLESS SOILS COHESIVE SOILS

Dry DTPL - Drier Than Plastic Limit Moist APL - About Plastic Limit

Wet WTPL - Wetter Than Plastic Limit

Saturated MWTPL - Much Wetter Than Plastic Limit


STRATIGRAPHY

Symbols may be used to pictorially identify the interpreted stratigraphy of the soil and rock strata.

MONITOR DETAILS

This column shows the position and designation of standpipe and/or piezometer ground water monitors installed

in the borehole. Also the water level may be shown for the date indicated.

Where monitors are placed in separate boreholes, these are shown individually in the "Monitor Details" column.

Otherwise, monitors are in the same borehole. For further data regarding seals, screens, etc., the reader is referred

to the summary of monitor details table.

SAMPLE

These columns describe the sample type and number, the "N" value, the water content, the percentage recovery, and

Rock Quality Designation (RQD), of each sample obtained from the borehole where applicable. The information is

recorded at the approximate depth at which the sample was obtained. The legend for sample type is

explained below.

SS = Split Spoon GS = Grab Sample ST = Thin Walled Shelby Tube CS = Channel Sample

AS = Auger Flight Sample WS = Wash Sample

CC = Continuous Core RC = Rock Core

% Recovery = Length of Core Recovered Per Run x 100

Total Length of Run

Where rock drilling was carried out, the term RQD (Rock Quality Designation) is used. The RQD is an indirect

measure of the number of fractures and soundness of the rock mass. It is obtained from the rock cores by

summing the length of core recovered, counting only those pieces of sound core that are 100 mm or more in length.

The RQD value is expressed as a percentage and is the ratio of the summed core lengths to the total length of core

run. The classification based on the RQD value is given below.


RQD Classification RQD (%)

Very poor quality < 25

Poor quality 25 - 50

Fair quality 50 - 75

Good quality 75 - 90

Excellent quality 90 - 100

TEST DATA

The central section of the log provides graphs which are used to plot selected field and laboratory test results at

the depth at which they were carried out. The plotting scales are shown at the head of the column.

Dynamic Penetration Resistance - The number of blows required to advance a 51 mm diameter, 60º steel cone fitted

to the end of 45 mm OD drill rods, 0.3 m into the subsoil. The cone is driven with a 63.5 kg hammer over a fall of

750 mm.

Standard Penetration Resistance - Standard Penetration Test (SPT) "N" Value - The number of blows required to

advance a 51 mm diameter standard split-spoon sampler 300 mm into the subsoil, driven by means of a 63.5 kg hammer

falling freely a distance of 750 mm. In cases where the split spoon does not penetrate 300 mm, the number of

blows over the distance of actual penetration in millimetres is shown as xBlows mm

Water Content - The ratio of the mass of water to the mass of oven-dry solids in the soil expressed as a percentage.

WP - Plastic Limit of a fine-grained soil expressed as a percentage as determined from the Atterberg Limit

Test.

WL - Liquid Limit of a fine-grained soil expressed as a percentage as determined from the Atterberg Limit

Test.

REMARKS

The last column describes pertinent drilling details, field observations and/or provides an indication of other field or laboratory tests that were performed.

0.3

2.1

8.5

11.111.1

172.5

170.7

164.3

161.8161.7

Borehole located on west side ofparking lot of Viewmount Park, nearwest fence.

Borehole caved to 2.7 m belowground surface upon completion ofdrilling.Groundwater level was measured at2.7 m below ground surface uponcompletion of drilling.Groundwater level measured inmonitoring well at 3.0 m below groundsurface on June 5, 2018.GSA SS6:Gravel: 0%Sand: 0%Silt and Clay: 100%

AL SS6:LL: 36%PL: 17%PI: 19%


TOPSOIL: (300 mm)

FILL:Brown to dark brown clayey silt FILL, trace gravel, tracesand to sandy, trace rootlets, APL, stiff to firm.

SILTY CLAY:Brown to grey SILTY CLAY, trace gravel, trace to somesand, APL to WTPL, soft to very stiff.

- Spoon wet

SANDY SILTY CLAY TILL:Grey SANDY SILTY CLAY TILL, trace gravel, WTPL toAPL, stiff to hard.

SILTY SAND:Grey SILTY SAND, trace gravel, trace clay, wet, verydense.

Borehole terminated at 11.1 m below ground surface inSILTY SAND.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

SS10

SS11

10

10

6

4

6

15

8

5

19

10

58

16

16

21

19

21

20

26

12

12

21

17

33

67

78

78

89

100

78

100

0

100

89

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH

PROJECT LOCATION: Viewmount Park, 169 Viewmount Ave, Toronto, Ontario


10 1030

L

20

W

GROUND ELEVATION: 172.8

W

BOREHOLE NO. 18-17-5PROJECT NAME: Viewmount Park Sanitary Sewer Replacement From Allen Road North To Shermount Avenue


SUPERVISOR: DG

REVIEWER: OSL

172.8

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/1702

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

VIE

WM

OU

NT

PA

RK

.GP

J W

SP

_EN

V_V

1.G

DT

19

/6/1

8

58

0.00.2

2.9

4.4

8.6

11.1

173.9173.7

171.0

169.5

165.3

162.8

Borehole located on south side ofparking lot of Viewmount Park.

Borehole caved to 1.7 m belowground surface upon completion ofdrilling.Groundwater level was measured at1.7 m below ground surface uponcompletion of drilling.



AL SS8:LL: 20%PL: 12%PI: 8%


ASPHALT: (40 mm)

GRANULAR FILL: (140 mm)Brown gravelly sand FILL, trace silt, trace clay, moist,loose.

FILL:(Dark) brown to grey clayey silt to silty clay FILL, tracegravel, trace to some sand, APL to WTPL, stiff to soft.

- Spoon wet

SILTY CLAY:Brown to grey SILTY CLAY, some sand, WTPL, soft tostiff.

SANDY SILTY CLAY TILL:Grey SANDY SILTY CLAY TILL, trace gravel, APL toWTPL, very stiff to stiff.

SILTY CLAY:Brown to grey SILTY CLAY, trace gravel, trace sand,WTPL, very stiff to hard.

Borehole terminated at 11.1 m below ground surface inSILTY CLAY.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

SS10

SS11

6

14

3

9

4

13

19

15

20

27

30

4

10

10

20

25

19

13

11

12

19

25

67

78

17

100

89

89

100

100

100

56

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH

PROJECT LOCATION: Viewmount Park, 169 Viewmount Ave, Toronto, Ontario


10 1030

L

20

W

GROUND ELEVATION: 173.9

W

BOREHOLE NO. 18-17-6PROJECT NAME: Viewmount Park Sanitary Sewer Replacement From Allen Road North To Shermount Avenue


SUPERVISOR: DG

REVIEWER: OSL

173.9

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/1702

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

VIE

WM

OU

NT

PA

RK

.GP

J W

SP

_EN

V_V

1.G

DT

19

/6/1

8

APPENDIX


Jun.07, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Silty clay0.106mm0.075mm


100.099.998.195.391.584.977.469.857.645.3

17 36 19

0.0133 0.0094 0.00310.0016

CL A-6(19)

Sampled by Dong on May.25, 2018Project No: 161-16086-02/GEO/1702

City of Toronto

COT BFP, Area 17, Project 2 - Viewmount Park

161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.0 0.1 46.8 53.1

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


Jun.07, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sandy silty clay, trace gravel13.2mm9.5mm4.75mm

2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.099.698.196.094.091.486.473.768.257.854.250.545.141.537.928.921.7

0.3522 0.2231 0.04730.0177 0.0032


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.9 2.1 4.6 23.2 43.2 25.0

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


Jun.07, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Sandy silty clay, trace gravel9.5mm

4.75mm2mm

0.850mm0.425mm0.250mm0.106mm0.075mm


100.097.194.392.289.885.876.070.961.757.352.143.438.234.725.217.4

12 20 8

0.4383 0.2288 0.03520.0161 0.0041

CL A-4(2)


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Bh18-17-06 SS8Sample Number: MM-5995 Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 2.9 2.8 4.5 18.9 50.0 20.9

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75


Jun.07, 2018


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Silty clay, trace gravel4.75mm

2mm0.850mm0.425mm0.250mm0.106mm0.075mm


100.099.999.799.599.399.198.897.997.997.997.096.192.579.861.7

0.0037 0.0029


City of Toronto


161-16086-02/GEO/

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +75mmCoarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 0.4 0.7 22.2 76.6

80

56

40

28

20

14

10

5 2.5

1.2

5

0.6

3

0.3

15

0.1

6

0.0

75



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 OL

CH or OH

ML or OL MH or OH


4

7

WA

TE

R C

ON

TE

NT

34.6

35

35.4

35.8

36.2

36.6

37

37.4

37.8

38.2

38.6

NUMBER OF BLOWS5 6 7 8 9 10 20 25 30 40



Project:


Figure

Silty clay 36 17 19 100.0 99.9 CL





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 OL

CH or OH

ML or OL MH or OH


4

7

WA

TE

R C

ON

TE

NT

18.4

18.8

19.2

19.6

20

20.4

20.8

21.2

21.6

22

22.4

NUMBER OF BLOWS5 6 7 8 9 10 20 25 30 40



Project:

Location: Bh18-17-06 SS8Sample Number: MM-5995

Figure

Sandy silty clay, trace gravel 20 12 8 89.8 70.9 CL




PROCTOR TEST REPORTD

ry d

en

sity

, kg

/m3

1750

1800

1850

1900

1950

2000

Water content, %

6 7.5 9 10.5 12 13.5 15

11.9%, 1932 kg/m3

ZAV forSp.G. =2.58

Test specification: ASTM D 698-12 Method A Standard

2.58

Subgrade Soil



Elev/ Classification Nat.Sp.G. LL PI

% > % <

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION


Project:

Loc.: PS2 (Subgrade Soil) BH18-17-05 to BH18-17-06 Sample No.: MM-5998

Figure

Maximum dry density = 1932 kg/m3

Optimum moisture = 11.9 %


APPENDIX


CLIENT NAME: WSP CANADA INC.351 STEELCASE ROAD WEST, UNITS 9-12MARKHAM, ON L3R4H9 (905) 475-0065




Amanjot Bhela, Inorganic CoordinatorSOIL ANALYSIS REVIEWED BY:

Neli Popnikolova, Senior ChemistTRACE ORGANICS REVIEWED BY:

DATE REPORTED:

PAGES (INCLUDING COVER): 18

Jun 05, 2018

VERSION*: 1

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

18T343668AGAT WORK ORDER:


PROJECT: 161-16086-02/GEO/1702

Laboratories (V1) Page 1 of 18

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


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

Member of:

*NOTES

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



2018-05-282018-05-28DATE SAMPLED:


0.22 0.22Sulfide (S2-) 0.05%

34 8Chloride (2:1) 2NAµg/g NA NA NA

41 28Sulphate (2:1) 2µg/g

8.06 8.22pH (2:1) NApH Units

0.234[<A] 0.191[<A]Electrical Conductivity (2:1) 0.0050.57mS/cm 1.4 0.7 0.7

4270 5240Resistivity (2:1) 1ohm.cm

195 164Redox Potential (2:1) 5mV


9276000-9276003 EC/Resistivity, pH, Chloride, Sulphate and Redox Potential were determined on the extract obtained from the 2:1 leaching procedure (2 parts DI water: 1 part soil).*Sulphide analyzed at AGAT 5623 McAdam







PROJECT: 161-16086-02/GEO/1702

Corrosivity Package

SAMPLED BY:DongSAMPLING SITE:161-16086-02. BFP, Area 17, Project 2,Viewmount Park,161-16086-02/GEO/1702








2018-05-282018-05-28DATE SAMPLED:


<0.8[<A] <0.8[<A]Antimony 0.81.3µg/g 40 7.5 7.5

2[<D] 2[<D]Arsenic 118µg/g 18 18 11

36[<A] 44[<A]Barium 2220µg/g 670 390 390

<0.5[<A] <0.5[<A]Beryllium 0.52.5µg/g 8 4 4

<5[<A] 5[<A]Boron 536µg/g 120 120 120

0.16[<C] <0.10[<C]Boron (Hot Water Soluble) 0.10NAµg/g 2 1.5 1.5

<0.5[<D] <0.5[<D]Cadmium 0.51.2µg/g 1.9 1.2 1

12[<A] 12[<A]Chromium 270µg/g 160 160 160

4.5[<A] 5.3[<A]Cobalt 0.521µg/g 80 22 22

10[<A] 11[<A]Copper 192µg/g 230 140 140

13[<D] 6[<D]Lead 1120µg/g 120 120 45

<0.5[<A] <0.5[<A]Molybdenum 0.52µg/g 40 6.9 6.9

9[<A] 11[<A]Nickel 182µg/g 270 100 100

<0.4[<A] <0.4[<A]Selenium 0.41.5µg/g 5.5 2.4 2.4

<0.2[<A] <0.2[<A]Silver 0.20.5µg/g 40 20 20

<0.4[<A] <0.4[<A]Thallium 0.41µg/g 3.3 1 1

<0.5[<A] <0.5[<A]Uranium 0.52.5µg/g 33 23 23

20[<A] 18[<A]Vanadium 186µg/g 86 86 86

33[<A] 27[<A]Zinc 5290µg/g 340 340 340

<0.2[<A] <0.2[<A]Chromium VI 0.20.66µg/g 8 8 8

<0.040[<A] <0.040[<A]Cyanide 0.0400.051µg/g 0.051 0.051 0.051

<0.10[<D] <0.10[<D]Mercury 0.100.27µg/g 3.9 0.27 0.25

0.178[<A] 1.04[D-B]Electrical Conductivity 0.0050.57mS/cm 1.4 0.7 0.7

0.449[<A] 18.3[>B]Sodium Adsorption Ratio NA2.4NA 12 5 5

7.58 7.72pH, 2:1 CaCl2 Extraction NApH Units







PROJECT: 161-16086-02/GEO/1702














PROJECT: 161-16086-02/GEO/1702







9275999-9276002 EC & SAR were determined on the DI water extract obtained from the 2:1 leaching procedure (2 parts DI water:1 part soil). pH was determined on the 0.01M CaCl2 extract prepared at 2:1 ratio.



TCLP-

ViewmountSAMPLE DESCRIPTION:

SoilSAMPLE TYPE:



<0.010Arsenic Leachate 0.0102.5mg/L

0.632Barium Leachate 0.100100mg/L

0.064Boron Leachate 0.050500mg/L

<0.010Cadmium Leachate 0.0100.5mg/L

<0.010Chromium Leachate 0.0105mg/L

<0.010Lead Leachate 0.0105mg/L

<0.01Mercury Leachate 0.010.1mg/L

<0.010Selenium Leachate 0.0101mg/L

<0.010Silver Leachate 0.0105mg/L

<0.050Uranium Leachate 0.05010mg/L

0.18Fluoride Leachate 0.05150mg/L

<0.05Cyanide Leachate 0.0520mg/L

<0.70(Nitrate + Nitrite) as N Leachate 0.701000mg/L








PROJECT: 161-16086-02/GEO/1702








BH18-17-6-

SS1ABH18-17-5-SS1SAMPLE DESCRIPTION:


2018-05-282018-05-28DATE SAMPLED:


<0.05[<A] <0.05[<A]Naphthalene 0.050.09µg/g 9.6 0.6 0.6

<0.05[<A] <0.05[<A]Acenaphthylene 0.050.093µg/g 0.15 0.15 0.15

<0.05[<A] <0.05[<A]Acenaphthene 0.050.072µg/g 96 7.9 7.9

<0.05[<A] <0.05[<A]Fluorene 0.050.12µg/g 62 62 62

0.06[<A] 0.34[<A]Phenanthrene 0.050.69µg/g 12 6.2 6.2

<0.05[<A] 0.09[<A]Anthracene 0.050.16µg/g 0.67 0.67 0.67

0.16[<A] 0.84[D-B]Fluoranthene 0.050.56µg/g 9.6 0.69 0.69

0.14[<A] 0.70[<A]Pyrene 0.051µg/g 96 78 78

0.08[<A] 0.37[A-C]Benz(a)anthracene 0.050.36µg/g 0.96 0.5 0.5

0.08[<A] 0.40[<A]Chrysene 0.052.8µg/g 9.6 7 7

0.10[<A] 0.57[A-C]Benzo(b)fluoranthene 0.050.47µg/g 0.96 0.78 0.78

<0.05[<A] 0.16[<A]Benzo(k)fluoranthene 0.050.48µg/g 0.96 0.78 0.78

0.06[<D] 0.42[>A]Benzo(a)pyrene 0.050.3µg/g 0.3 0.3 0.078

<0.05[<A] 0.22[<A]Indeno(1,2,3-cd)pyrene 0.050.23µg/g 0.76 0.38 0.38

<0.05[<A] 0.05[<A]Dibenz(a,h)anthracene 0.050.1µg/g 0.1 0.1 0.1

<0.05[<A] 0.36[<A]Benzo(g,h,i)perylene 0.050.68µg/g 9.6 6.6 6.6

<0.05[<A] <0.05[<A]Methyl Naphthalene, 2-and 1- 0.050.59µg/g 76 0.99 0.99


106 112.Chrysene-d12 % 50-140


9276001-9276004 Results are based on the dry weight of the soil.Note: The result for Benzo(b)Fluoranthene is the total of the Benzo(b)&(j)Fluoranthene isomers because the isomers co-elute on the GC column.







PROJECT: 161-16086-02/GEO/1702










2018-05-282018-05-28DATE SAMPLED:


<0.02[<A] <0.02[<A]Benzene 0.020.02µg/g 0.32 0.21 0.21

<0.08[<A] <0.08[<A]Toluene 0.080.2µg/g 68 2.3 2.3

<0.05[<A] <0.05[<A]Ethylbenzene 0.050.05µg/g 9.5 2 1.1

<0.05[<A] <0.05[<A]Xylene Mixture 0.050.05µg/g 26 3.1 3.1

<5[<A] <5[<A]F1 (C6 to C10) 525µg/g 55 55 55

<5[<A] <5[<A]F1 (C6 to C10) minus BTEX 525µg/g 55 55 55

<10[<A] <10[<A]F2 (C10 to C16) 1010µg/g 230 98 98

<50[<A] <50[<A]F3 (C16 to C34) 50240µg/g 1700 300 300

<50[<A] <50[<A]F4 (C34 to C50) 50120µg/g 3300 2800 2800

NA[<A] NA[<A]Gravimetric Heavy Hydrocarbons 50120µg/g 3300 2800 2800

13.0 11.0Moisture Content 0.1%


128 130Terphenyl % 60-140


9275999-9276002 Results are based on sample dry weight.The C6-C10 fraction is calculated using Toluene response factor.The C10 - C16, C16 - C34, and C34 - C50 fractions are calculated using the average response factor for n-C10, n-C16, and n-C34.Gravimetric Heavy Hydrocarbons are not included in the Total C16-C50 and are only determined if the chromatogram of the C34 - C50 hydrocarbons indicates that hydrocarbons >C50 are present.The chromatogram has returned to baseline by the retention time of nC50.Total C6 - C50 results are corrected for BTEX contributions.This method complies with the Reference Method for the CWS PHC and is validated for use in the laboratory.nC6 and nC10 response factors are within 30% of Toluene response factor.nC10, nC16 and nC34 response factors are within 10% of their average.C50 response factor is within 70% of nC10 + nC16 + nC34 average.Linearity is within 15%.Extraction and holding times were met for this sample.Fractions 1-4 are quantified with the contribution of PAHs. Under Ontario Regulation 153, results are considered valid without determining the PAH contribution if not requested by the client.Quality Control Data is available upon request.







PROJECT: 161-16086-02/GEO/1702

O. Reg. 153(511) - PHCs F1 - F4 (Soil)







TCLP-


SoilSAMPLE TYPE:



<0.005Polychlorinated Biphenyls 0.0050.3mg/L


79Decachlorobiphenyl % 60-130


9276005 The soil sample was leached using the Regulation 558 procedure. Analysis was performed on the leachate.







PROJECT: 161-16086-02/GEO/1702

O. Reg. 558 - PCBs







TCLP-


SoilSAMPLE TYPE:



<0.030Vinyl Chloride 0.0300.2mg/L

<0.0201,1 Dichloroethene 0.0201.4mg/L

<0.030Dichloromethane 0.0305.0mg/L

<0.090Methyl Ethyl Ketone 0.090200mg/L

<0.020Chloroform 0.02010.0mg/L

<0.0201,2-Dichloroethane 0.0200.5mg/L

<0.020Carbon Tetrachloride 0.0200.5mg/L

<0.020Benzene 0.0200.5mg/L

<0.020Trichloroethene 0.0205.0mg/L

<0.050Tetrachloroethene 0.0503.0mg/L

<0.010Chlorobenzene 0.0108.0mg/L




89Toluene-d8 % Recovery 60-130


9276005 Sample was prepared using Regulation 558 protocol and a zero headspace extractor.







PROJECT: 161-16086-02/GEO/1702

O. Reg. 558 - VOCs









9276002 ON T2 S AG CT O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.7 1.04BH18-17-6-SS2 mS/cm


9276002 ON T3 S ICC CT O. Reg. 153(511) - Metals & Inorganics (Soil) Sodium Adsorption Ratio 12 18.3BH18-17-6-SS2 NA

9276002 ON T3 S RPI CT O. Reg. 153(511) - Metals & Inorganics (Soil) Electrical Conductivity 0.7 1.04BH18-17-6-SS2 mS/cm


9276004 ON T1 S RPI/ICC O. Reg. 153(511) - PAHs (Soil) Benz(a)anthracene 0.36 0.37BH18-17-6-SS1A µg/g

9276004 ON T1 S RPI/ICC O. Reg. 153(511) - PAHs (Soil) Benzo(a)pyrene 0.3 0.42BH18-17-6-SS1A µg/g

9276004 ON T1 S RPI/ICC O. Reg. 153(511) - PAHs (Soil) Benzo(b)fluoranthene 0.47 0.57BH18-17-6-SS1A µg/g

9276004 ON T1 S RPI/ICC O. Reg. 153(511) - PAHs (Soil) Fluoranthene 0.56 0.84BH18-17-6-SS1A µg/g

9276004 ON T2 S AG CT O. Reg. 153(511) - PAHs (Soil) Benzo(a)pyrene 0.078 0.42BH18-17-6-SS1A µg/g

9276004 ON T2 S AG CT O. Reg. 153(511) - PAHs (Soil) Fluoranthene 0.69 0.84BH18-17-6-SS1A µg/g

9276004 ON T3 S ICC CT O. Reg. 153(511) - PAHs (Soil) Benzo(a)pyrene 0.3 0.42BH18-17-6-SS1A µg/g

9276004 ON T3 S RPI CT O. Reg. 153(511) - PAHs (Soil) Benzo(a)pyrene 0.3 0.42BH18-17-6-SS1A µg/g

9276004 ON T3 S RPI CT O. Reg. 153(511) - PAHs (Soil) Fluoranthene 0.69 0.84BH18-17-6-SS1A µg/g


Guideline Violation



PROJECT: 161-16086-02/GEO/1702

SAMPLEID GUIDELINE ANALYSIS PACKAGE PARAMETER GUIDEVALUE RESULTSAMPLE TITLE UNIT




GUIDELINE VIOLATION (V1) Page 10 of 18


Antimony 9278611 <0.8 <0.8 NA < 0.8 120% 70% 130% 93% 80% 120% 92% 70% 130%

Arsenic 9278611 3 3 NA < 1 100% 70% 130% 104% 80% 120% 102% 70% 130%

Barium 9278611 31 30 3.3% < 2 100% 70% 130% 94% 80% 120% 99% 70% 130%

Beryllium 9278611 <0.5 <0.5 NA < 0.5 103% 70% 130% 116% 80% 120% 105% 70% 130%

Boron

9278611 6 6 NA < 5 73% 70% 130% 116% 80% 120% 103% 70% 130%

Boron (Hot Water Soluble) 9276644 <0.10 <0.10 NA < 0.10 98% 60% 140% 87% 70% 130% 88% 60% 140%

Cadmium 9278611 <0.5 <0.5 NA < 0.5 95% 70% 130% 109% 80% 120% 115% 70% 130%

Chromium 9278611 13 12 8.0% < 2 101% 70% 130% 102% 80% 120% 104% 70% 130%

Cobalt 9278611 4.3 4.2 2.4% < 0.5 97% 70% 130% 100% 80% 120% 100% 70% 130%

Copper

9278611 13 13 0.0% < 1 100% 70% 130% 103% 80% 120% 104% 70% 130%

Lead 9278611 13 13 0.0% < 1 101% 70% 130% 103% 80% 120% 103% 70% 130%

Molybdenum 9278611 <0.5 <0.5 NA < 0.5 101% 70% 130% 101% 80% 120% 101% 70% 130%

Nickel 9278611 9 9 0.0% < 1 97% 70% 130% 102% 80% 120% 100% 70% 130%

Selenium 9278611 0.4 0.5 NA < 0.4 97% 70% 130% 100% 80% 120% 97% 70% 130%

Silver

9278611 <0.2 <0.2 NA < 0.2 95% 70% 130% 107% 80% 120% 105% 70% 130%

Thallium 9278611 <0.4 <0.4 NA < 0.4 96% 70% 130% 103% 80% 120% 97% 70% 130%

Uranium 9278611 <0.5 <0.5 NA < 0.5 98% 70% 130% 92% 80% 120% 96% 70% 130%

Vanadium 9278611 16 16 0.0% < 1 102% 70% 130% 102% 80% 120% 97% 70% 130%

Zinc 9278611 39 38 2.6% < 5 101% 70% 130% 105% 80% 120% 115% 70% 130%

Chromium VI

9287256 <0.2 <0.2 NA < 0.2 75% 70% 130% 98% 80% 120% 97% 70% 130%

Cyanide 9276644 <0.040 <0.040 NA < 0.040 106% 70% 130% 99% 80% 120% 103% 70% 130%

Mercury 9278611 <0.10 <0.10 NA < 0.10 100% 70% 130% 91% 80% 120% 98% 70% 130%

Electrical Conductivity 9278427 0.185 0.182 1.6% < 0.005 96% 90% 110% NA NA

Sodium Adsorption Ratio 9276644 4.33 4.88 11.9% NA NA NA NA

pH, 2:1 CaCl2 Extraction

9276644 7.56 7.57 0.1% NA 101% 80% 120% NA NA

Corrosivity Package

Sulfide (S2-) 9276000 9276000 0.22 0.22 NA < 0.05 99% 80% 120%

Chloride (2:1) 9271519 11 10 7.6% < 2 108% 80% 120% 100% 80% 120% 99% 70% 130%

Sulphate (2:1) 9271519 64 61 4.4% < 2 97% 80% 120% 101% 80% 120% 105% 70% 130%

pH (2:1) 9276000 9276000 8.06 8.10 0.5% NA 90% 110% NA NA

Redox Potential (2:1)

9276000 9276000 195 192 1.7% < 5 103% 70% 130% NA NA

Comments: NA signifies Not Applicable.


Arsenic Leachate 9278001 <0.010 <0.010 NA < 0.010 99% 90% 110% 108% 80% 120% 110% 70% 130%

Barium Leachate 9278001 0.720 0.758 5.1% < 0.100 101% 90% 110% 102% 80% 120% 106% 70% 130%

Boron Leachate 9278001 0.102 0.105 NA < 0.050 104% 90% 110% 100% 80% 120% 102% 70% 130%

Cadmium Leachate 9278001 <0.010 <0.010 NA < 0.010 100% 90% 110% 105% 80% 120% 113% 70% 130%

Chromium Leachate

9278001 <0.010 <0.010 NA < 0.010 100% 90% 110% 110% 80% 120% 110% 70% 130%


SAMPLING SITE:161-16086-02. BFP, Area 17, Project 2,Viewmount Park, SAMPLED BY:Dong


Dup #1 RPDMeasured


Quality Assurance



PROJECT: 161-16086-02/GEO/1702

Soil Analysis

UpperLower

AcceptableLimits


IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits


MethodBlank






Lead Leachate 9278001 0.016 0.016 NA < 0.010 98% 90% 110% 98% 80% 120% 99% 70% 130%

Mercury Leachate 9278001 <0.01 <0.01 NA < 0.01 107% 90% 110% 108% 80% 120% 113% 70% 130%

Selenium Leachate 9278001 <0.010 <0.010 NA < 0.010 100% 90% 110% 109% 80% 120% 108% 70% 130%

Silver Leachate 9278001 <0.010 <0.010 NA < 0.010 96% 90% 110% 98% 80% 120% 96% 70% 130%

Uranium Leachate

9278001 <0.050 <0.050 NA < 0.050 101% 90% 110% 98% 80% 120% 103% 70% 130%

Fluoride Leachate 9278001 0.22 0.22 NA < 0.05 103% 90% 110% 104% 90% 110% 98% 70% 130%

Cyanide Leachate 9278001 <0.05 <0.05 NA < 0.05 99% 90% 110% 105% 90% 110% 108% 70% 130%

(Nitrate + Nitrite) as N Leachate 9278001 <0.70 <0.70 NA < 0.70 98% 80% 120% 96% 80% 120% 97% 70% 130%

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

Certified By:




Dup #1 RPDMeasured


Quality Assurance



PROJECT: 161-16086-02/GEO/1702

Soil Analysis (Continued)

UpperLower

AcceptableLimits


IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits


MethodBlank






O. Reg. 153(511) - PHCs F1 - F4 (Soil)

Benzene 9276017 < 0.02 < 0.02 NA < 0.02 102% 60% 130% 101% 60% 130% 103% 60% 130%

Toluene 9276017 < 0.08 < 0.08 NA < 0.08 85% 60% 130% 111% 60% 130% 96% 60% 130%

Ethylbenzene 9276017 < 0.05 < 0.05 NA < 0.05 77% 60% 130% 94% 60% 130% 76% 60% 130%

Xylene Mixture 9276017 < 0.05 < 0.05 NA < 0.05 77% 60% 130% 96% 60% 130% 81% 60% 130%

F1 (C6 to C10)

9276017 < 5 < 5 NA < 5 99% 60% 130% 96% 85% 115% 76% 70% 130%

F2 (C10 to C16) 9278274 < 10 < 10 NA < 10 104% 60% 130% 100% 80% 120% 79% 70% 130%

F3 (C16 to C34) 9278274 < 50 < 50 NA < 50 105% 60% 130% 100% 80% 120% 88% 70% 130%

F4 (C34 to C50) 9278274 < 50 < 50 NA < 50 96% 60% 130% 103% 80% 120% 100% 70% 130%


Naphthalene 9271644 < 0.05 < 0.05 NA < 0.05 109% 50% 140% 106% 50% 140% 94% 50% 140%

Acenaphthylene 9271644 < 0.05 < 0.05 NA < 0.05 90% 50% 140% 102% 50% 140% 104% 50% 140%

Acenaphthene 9271644 < 0.05 < 0.05 NA < 0.05 111% 50% 140% 98% 50% 140% 93% 50% 140%

Fluorene 9271644 < 0.05 < 0.05 NA < 0.05 106% 50% 140% 109% 50% 140% 103% 50% 140%

Phenanthrene

9271644 < 0.05 < 0.05 NA < 0.05 118% 50% 140% 106% 50% 140% 107% 50% 140%

Anthracene 9271644 < 0.05 < 0.05 NA < 0.05 112% 50% 140% 103% 50% 140% 110% 50% 140%

Fluoranthene 9271644 < 0.05 < 0.05 NA < 0.05 114% 50% 140% 103% 50% 140% 94% 50% 140%

Pyrene 9271644 < 0.05 < 0.05 NA < 0.05 104% 50% 140% 91% 50% 140% 99% 50% 140%

Benz(a)anthracene 9271644 < 0.05 < 0.05 NA < 0.05 87% 50% 140% 93% 50% 140% 93% 50% 140%

Chrysene

9271644 < 0.05 < 0.05 NA < 0.05 97% 50% 140% 101% 50% 140% 85% 50% 140%

Benzo(b)fluoranthene 9271644 < 0.05 < 0.05 NA < 0.05 118% 50% 140% 108% 50% 140% 107% 50% 140%

Benzo(k)fluoranthene 9271644 < 0.05 < 0.05 NA < 0.05 109% 50% 140% 98% 50% 140% 107% 50% 140%

Benzo(a)pyrene 9271644 < 0.05 < 0.05 NA < 0.05 83% 50% 140% 95% 50% 140% 97% 50% 140%

Indeno(1,2,3-cd)pyrene 9271644 < 0.05 < 0.05 NA < 0.05 81% 50% 140% 104% 50% 140% 86% 50% 140%

Dibenz(a,h)anthracene

9271644 < 0.05 < 0.05 NA < 0.05 85% 50% 140% 97% 50% 140% 83% 50% 140%

Benzo(g,h,i)perylene 9271644 < 0.05 < 0.05 NA < 0.05 85% 50% 140% 88% 50% 140% 86% 50% 140%

Methyl Naphthalene, 2-and 1- 9271644 < 0.05 < 0.05 NA < 0.05 95% 50% 140% 94% 50% 140% 85% 50% 140%

O. Reg. 558 - VOCs

Vinyl Chloride 9262326 < 0.030 < 0.030 NA < 0.030 93% 60% 140% 118% 60% 140% NA 60% 140%

1,1 Dichloroethene 9262326 < 0.020 < 0.020 NA < 0.020 106% 70% 130% 95% 70% 130% NA 60% 140%

Dichloromethane 9262326 < 0.030 < 0.030 NA < 0.030 102% 70% 130% 102% 70% 130% NA 60% 140%

Methyl Ethyl Ketone 9262326 < 0.090 < 0.090 NA < 0.090 82% 70% 130% 104% 70% 130% NA 60% 140%

Chloroform

9262326 < 0.020 < 0.020 NA < 0.020 111% 70% 130% 115% 70% 130% NA 60% 140%

1,2-Dichloroethane 9262326 < 0.020 < 0.020 NA < 0.020 114% 70% 130% 109% 70% 130% NA 60% 140%

Carbon Tetrachloride 9262326 < 0.020 < 0.020 NA < 0.020 98% 70% 130% 89% 70% 130% NA 60% 140%

Benzene 9262326 < 0.020 < 0.020 NA < 0.020 96% 70% 130% 109% 70% 130% NA 60% 140%

Trichloroethene 9262326 < 0.020 < 0.020 NA < 0.020 96% 70% 130% 78% 70% 130% NA 60% 140%

Tetrachloroethene

9262326 < 0.050 < 0.050 NA < 0.050 114% 70% 130% 107% 70% 130% NA 60% 140%

Chlorobenzene 9262326 < 0.010 < 0.010 NA < 0.010 91% 70% 130% 105% 70% 130% NA 60% 140%




Dup #1 RPDMeasured


Quality Assurance



PROJECT: 161-16086-02/GEO/1702


UpperLower

AcceptableLimits


IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits


MethodBlank








O. Reg. 558 - PCBs

Polychlorinated Biphenyls 9268669 < 0.005 < 0.005 NA < 0.005 104% 60% 130% 103% 60% 130% NA 60% 130%

Comments: When the average of the sample and duplicate results is less than 5x the RDL, the Relative Percent Difference (RPD) will be indicated as Not Applicable (NA).

Certified By:




Dup #1 RPDMeasured


Quality Assurance



PROJECT: 161-16086-02/GEO/1702

Trace Organics Analysis (Continued)

UpperLower

AcceptableLimits


IdDup #2

UpperLower

AcceptableLimits

UpperLower

AcceptableLimits


MethodBlank






Soil Analysis

Sulfide (S2-) MIN-200-12025 ASTM E1915-09 GRAVIMETRIC

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

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

pH (2:1) INOR 93-6031 MSA part 3 & SM 4500-H+ B PH METER

Electrical Conductivity (2:1) INOR-93-6036 McKeague 4.12, SM 2510 B EC METER

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

CALCULATION

Redox Potential (2:1) McKeague 4.12 & SM 2510 B REDOX POTENTIAL ELECTRODE

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

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

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

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

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

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

ICP/OES

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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


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

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

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

ICP/OES

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

Arsenic Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Barium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Boron Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Cadmium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Chromium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Lead Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Mercury Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Selenium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Silver Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Uranium Leachate MET-93-6103 EPA SW-846 1311 & 3010A & 6020A ICP-MS

Fluoride Leachate INOR-93-6018 EPA SW-846-1311 & SM4500-F- C ION SELECTIVE ELECTRODE

Cyanide Leachate INOR-93-6052EPA SW-846-1311 & MOE 3015 & SM 4500 CN- I





Method Summary



PROJECT: 161-16086-02/GEO/1702






(Nitrate + Nitrite) as N Leachate INOR-93-6053EPA SW 846-1311 & SM 4500 - NO3- I

LACHAT FIA




Method Summary



PROJECT: 161-16086-02/GEO/1702







Naphthalene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Acenaphthylene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Acenaphthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Fluorene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Phenanthrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Anthracene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Fluoranthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Pyrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benz(a)anthracene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Chrysene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(b)fluoranthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(k)fluoranthene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(a)pyrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Indeno(1,2,3-cd)pyrene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Dibenz(a,h)anthracene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzo(g,h,i)perylene ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Methyl Naphthalene, 2-and 1- ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

.Chrysene-d12 ORG-91-5106 EPA SW846 3541 & 8270 GC/MS

Benzene VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

Toluene VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

Ethylbenzene VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

Xylene Mixture VOL-91-5009 EPA SW-846 5035 & 8260 P & T GC/MS

F1 (C6 to C10) VOL-91-5009 CCME Tier 1 Method P & T GC/FID

F1 (C6 to C10) minus BTEX VOL-91-5009 CCME Tier 1 Method P & T GC/FID


GC / FID


GC / FID


GC / FID

Gravimetric Heavy Hydrocarbons VOL-91-5009 CCME Tier 1 Method BALANCE

Moisture Content VOL-91-5009 CCME Tier 1 Method BALANCE

Terphenyl VOL-91-5009 GC/FID

Polychlorinated Biphenyls ORG-91-5112Regulation 558, EPA SW846 3510C/8082

GC/ECD

Decachlorobiphenyl ORG-91-5112 EPA SW846 3510C/8082 GC/ECD

Vinyl Chloride VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

1,1 Dichloroethene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Dichloromethane VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Methyl Ethyl Ketone VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Chloroform VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

1,2-Dichloroethane VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Carbon Tetrachloride VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Benzene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Trichloroethene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Tetrachloroethene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS

Chlorobenzene VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS



Toluene-d8 VOL-91-5001 EPA SW-846 5230B & 8260 (P&T)GC/MS




Method Summary



PROJECT: 161-16086-02/GEO/1702






APPENDIX



Page 1 of 1

Laboratory Analysis Report To: Kerolus Khalil EMC LAB REPORT NUMBER: A40181r WSP Canada Inc. Job/Project Name: COT, Area 17, Project 2, Viewmount Job No: 161-16086-02/GEO/1702 351 Steelcase Road West, Unit 9-12 Analysis Method: Polarized Light Microscopy – EPA 600 Number of Samples: 1 Markham, Ontario Date Received: May 30/18 Date Analyzed: Jun 8/18 Date Reported: Jun 8/18 L3R 4H9 Analyst: Jayoda Perera, Analyst Reviewed By: Fajun Chen, Ph.D., Laboratory Director


Lab Sample




asbestos Fibres

Non-fibrous

Material

BH18-17-6A

A40181-1 Individual asphalt sample Black, tar Chrysotile <0.25* 100

Note: 1. Bulk samples are analyzed using Polarized Light Microscopy (PLM) and dispersion staining techniques. The analytical procedures are in accordance with EPA 600/R-93/116 method. 2. The results are only related to the samples analyzed. ND = None Detected (no asbestos fibres were observed), NA = Not Analyzed (analysis stopped due to a previous positive result). 3. This report may not be reproduced, except in full without the written approval of EMC Scientific Inc. This report may not be used by the client to claim product endorsement by NVLAP or any other agency of the U.S. Government. 4. The Ontario Regulatory Threshold for asbestos is 0.5%. The limit of quantification (LOQ) is 0.5%. 5. Sample analyzed by gravimetric method. * Sample analyzed by 400 point count method. The limit of quantification (LOQ) is 0.25

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