REPORT GEOTECHNICAL INVESTIGATION FOR ARTIFICIAL ICE … · 1.0 INTRODUCTION Golder Associates Ltd....

REPORT

GEOTECHNICAL INVESTIGATION FOR ARTIFICIAL ICE RINK REHABILITATION

BUTTONWOOD PARK, 30 MULHAM PLACE, TORONTO, ONTARIO

Submitted to:

City of Toronto Parks, Forestry and Recreation Etobicoke Civic Centre 399 The West Mall, North Block Toronto, Ontario, M9C 2Y2

Attn: Mr. Mark Goulart Senior Project Coordinator

Submitted by:

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

+1 905 475 5591

1544818 (31000)

February 2018

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Distribution List 1 Copy - City of Toronto

1 Copy - Golder Associates Ltd.

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Table of Contents

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

2.0 SITE AND PROJECT DESCRIPTION ............................................................................................................. 1

3.0 INVESTIGATION PROCEDURES ................................................................................................................... 1

3.1 Geotechnical ........................................................................................................................................ 1

3.2 Environmental ...................................................................................................................................... 2

4.0 SITE GEOLOGY AND STRATIGRAPHY ........................................................................................................ 3

4.1 Regional Geology ................................................................................................................................. 3

4.2 Subsurface Conditions ......................................................................................................................... 3

4.2.1 Topsoil ............................................................................................................................................. 3

4.2.2 Fill .................................................................................................................................................... 3

4.2.3 Silt / Sandy Silt / Silty Sand ............................................................................................................. 4

4.2.4 Silty Clay to Clayey Silt ................................................................................................................... 4

4.2.5 Groundwater Conditions ................................................................................................................. 4

5.0 DISCUSSION AND RECOMMENDATIONS.................................................................................................... 4

5.1 Ice Rink ................................................................................................................................................ 4

5.2 Lighting Standards Foundation Design ................................................................................................ 5

5.3 Concrete Flatwork & Walkways ........................................................................................................... 6

5.3.1 Subgrade ......................................................................................................................................... 6

5.3.2 Frost Susceptibility and Sub-drains ................................................................................................ 7

5.4 Engineered Fill ..................................................................................................................................... 8

5.5 Excavations .......................................................................................................................................... 8

5.6 Seismic Site Response Classification .................................................................................................. 9

5.7 Testing and Inspection ......................................................................................................................... 9

5.8 Environmental Assessment .................................................................................................................. 9

6.0 CLOSURE ...................................................................................................................................................... 10

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TABLES

Table 1: Summary of Soil Parameters ...................................................................................................................... 6

FIGURES

Figure 1: Key Plan

Figure 2: Borehole Location Plan No table of figures entries found.

APPENDICES

APPENDIX A Important Information and Limitations of This Report

APPENDIX B Method of Soil Classification

Abbreviations and Terms used on Record of Boreholes and Test Pits

List of Symbols

Record of Boreholes (BH18-1 To BH18-4)

APPENDIX C Results of Geotechnical Laboratory Testing (Figures C1 To C3)

APPENDIX D Drawings from City of Toronto

APPENDIX E Environmental Laboratory Test Results

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1.0 INTRODUCTION Golder Associates Ltd. (Golder) has been retained by the City of Toronto (the “City”) to provide geotechnical engineering services in support of the proposed rehabilitation to the artificial ice rink / sport courts including lighting standards and refrigerated slab at Buttonwood Park (“Site”) located at 30 Mulham Place, in Etobicoke, Ontario, as shown in Key Plan, Figure 1. The terms of reference and the scope of work for this assignment are included in Golder’s proposal dated January 18, 2018. Authorization to proceed with the geotechnical investigation was received in a form of an email from Mr. Mark Goulart, Senior Project Coordinator with the City on January 18, 2018 (CRO#9052434) and this project is being executed under the blanket contract number 47019624 with the City.

The purpose of the investigation was to obtain information on the general subsurface soil and groundwater conditions at the Site by means of a limited number of boreholes and laboratory tests. Based on interpretation of the factual information available for this Site, this report provides engineering comments, recommendations and parameters for the geotechnical design aspects of the project, including selected construction considerations which could influence design decisions.

The factual data, interpretations and recommendations contained in this report pertain to a specific project as described in the report and are not applicable to any other project or Site location. If the project is modified in concept, location or elevation, or if the project is not initiated within eighteen months of the date of the report, Golder should be given an opportunity to confirm that the recommendations are still valid.

This report should be read in conjunction with the “Important Information and Limitations of This Report” provided in Appendix A, following the text of this report. The reader’s attention is specifically drawn to this information, as it is essential for the proper use and interpretation of this report.

2.0 SITE AND PROJECT DESCRIPTION The Site is located approximately 400 m East of Royal York Road and south of Eglinton Avenue West, in the area bounded by Mulham Place to the East, Learning Jungle Buttonwood Daycare to the south, house subdivision to the West and Chartwell Scarlett Heights Retirement Residence and Eglington Avenue to the north. The Site is currently occupied by an outdoor artificial ice rink. The ice rink converts into tennis courts in the summer. The ice rink is bordered on the west side by an asphalt walkway with a concrete pad and on the northwest by a playground. The rest of the park is grassy land with scattered mature trees in the surrounding areas.

This investigation was carried out to provide geotechnical information related to the renovation of the existing ice rink. This report addresses the following components of the proposed renovations:

New lighting standards;

Basketball hoops, tennis court and under-slab refrigerant system;

Frost prevention; and

General geotechnical constraints.

3.0 INVESTIGATION PROCEDURES 3.1 Geotechnical The geotechnical field investigation was carried out on January 24, 2018, during which time a total of four boreholes (BH18-1 to BH18-4) were advanced at the locations shown on Borehole Location Plan, Figure 2. The boreholes were advanced to depths ranging from 6.4 m to 6.6 m below ground surface (mbgs) and the Record of Borehole

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sheets (i.e. borehole records) are contained in Appendix B. The boreholes were drilled using a track-mounted CME 55 drill rig supplied and operated by Drilltech Drilling Inc. of Newmarket, Ontario.

Standard Penetration Testing (SPT) and sampling were carried out at regular intervals of depth in the boreholes using conventional 50 mm outer diameter split spoon sampling equipment driven by an automatic hammer in general accordance with the SPT procedures outlined in ASTM D1586. The split-spoon samplers used in the investigation limit the maximum particle size that can be sampled and tested to about 38 mm. Therefore, particles or objects that may exist within the soils that are larger than this dimension will not be sampled or represented in the grain size distributions. The results of the in situ field tests (i.e., SPT “N”-values) as presented on the borehole records and in subsequent sections of this report are uncorrected.

The shallow groundwater conditions were noted in the open boreholes during drilling and the boreholes were backfilled upon completion in accordance with Ontario Regulation 903 (as amended).

The field work was observed by members of Golder’s technical staff, who located the boreholes prior to drilling, arranged for the clearance of underground utility services, observed the drilling, sampling and in situ testing operations, logged the boreholes, and examined and took custody of the recovered soil samples. The samples were identified in the field, placed in appropriate containers and boxes, labelled and transported to Golder’s geotechnical laboratory for further visual examination and laboratory testing.

Grain size distribution testing was carried out on selected samples, and the results are presented on Figures C1 to C3 in Appendix C. One Atterberg limits test was conducted on a selected soil sample and the result is shown on the borehole record. Water content determinations were carried out on all soil samples as shown on the borehole records.

The ground surface elevations at the borehole locations were derived from a topographic survey Drawing 17-745.dwg (Appendix D) of the Site provided by the City, dated March 7, 2017 titled, “Plan of Topography of Buttonwood Tennis Courts, City of Toronto,” prepared by D. Popa Surveying, and the elevations should be considered to be approximate. It is understood that the elevations shown on the topographic survey drawing are referenced to geodetic datum.

3.2 Environmental Based on field screening during drilling of Boreholes BH18-1 to BH18-4, including textural classification and vapour headspace screening, representative samples were selected for testing. All samples were placed directly into laboratory supplied sampling containers with a clean gloved hand. The samples were stored in a cooler on ice until delivery to a professional environmental analytical laboratory ALS Canada Ltd. (“ALS”) based in Richmond Hill for analysis. Sample handling and delivery to the laboratory were completed under chain-of-custody documentation, shown in Appendix E.

Two soil samples (18-1 SA2 and 18-2 SA3) were submitted to ALS for analysis of petroleum hydrocarbons fraction 1 to fraction 4 (“PHCs F1-F4”), benzene, ethylbenzene, toluene and xylenes (“BTEX”), volatile organic compounds (“VOCs”) and polycyclic aromatic hydrocarbons (“PAHs”). The analytical results are presented in Section 5.8 and the results of Certificate of Analysis are shown in Appendix E.

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4.0 SITE GEOLOGY AND STRATIGRAPHY 4.1 Regional Geology According to the “Quaternary Geology of Ontario”, Southern Sheet, Ontario Geological Survey Map M2556 (1991), surficial native soils of the Site consist of Glaciolacustrine deposits comprised of silt and clay, minor sand of basin and quite water deposits and/or of sand, gravelly sand and gravel of nearshore and beach deposits.

From the “Bedrock Geology of Ontario”, Southern sheet, Map 2544 (published by the Ministry of Northern Development and Mines, 1991), the bedrock in the study area consists of Paleozoic, Upper Ordovician bedrock composed of shale, limestone, dolostone and siltstone. The bedrock in the study area is of the Georgian Bay Formation.

The boreholes drilled indicate that the area consists of surficial fill overlying silt, sandy silt, silty sand or silty clay / clayey silt deposits which is generally consistent with the conditions expected in the investigated area.

4.2 Subsurface Conditions The detailed subsurface soil and groundwater conditions encountered in the boreholes advanced at the Site along with the results of geotechnical laboratory testing are shown on the borehole records in Appendix B and C, respectively. Methods of Soil Classification, Symbols and Terms used on Records of Boreholes and Test Pits are provided to assist in the interpretation of the Record of Boreholes.

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

In general, the subsurface conditions encountered in Boreholes BH18-1 to BH18-4 consisted of fill underlain by deposits of silt, sandy silt, silty sand and silty clay to clayey silt (in one boreholes). The subsurface soil conditions are generally consistent with the site geology referenced in Section 4.1. The unstabilized groundwater level varied from approximately 4 m to 5.5 m below ground surface (mbgs).

4.2.1 Topsoil Approximately 50 mm of topsoil was encountered at each borehole location. In general, topsoil consisted of soils with organic matter and rootlets. The thickness of topsoil could vary between and beyond the borehole locations. If accurate quantity estimates are required, a regular interval of shallow test pits should be excavated to measure the topsoil thickness.

4.2.2 Fill Fill materials were encountered below the existing ground surface in all boreholes and extended to depths of 1.4 mbgs to 2.1 mbgs (Elevations from 130.9 m to 132.2 m). The fill generally consisted of non-cohesive gravelly sand and sandy clayey silt, and cohesive sandy silty clay to clayey silt.

Two SPT “N”-values measured within the non-cohesive gravelly sand and sandy clayey silt fill are 5 and 12 blows per 0.3 m penetration, indicating a loose to compact state. The in-situ water content measured on samples of the non-cohesive fill range from about 14 percent to 29 percent.

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The SPTs “N”-values measured within the cohesive sandy silty clay to clayey silt fill are 4 to 45 blows per 0.3 penetration, suggesting a firm to hard consistency. The in-situ water content measured on samples of the cohesive fill range from about 16 percent to 22 percent.

4.2.3 Silt / Sandy Silt / Silty Sand Deposits of silt, sandy silt and silty sand were encountered in all boreholes below the fill and extended to the termination depth of each borehole.

The SPT “N”-values measured within these deposits range from 9 blows to over 50 blows per 0.3 m of penetration indicating a loose to very dense state of compactness. Generally, the “N”-values were greater than 50 blows per 0.3 m of penetration with only the upper samples having lower “N”-values. The in-situ water contents measured on samples of the silt, sandy silt and silty sand range from approximately 13 percent to 24 percent.

4.2.4 Silty Clay to Clayey Silt A 2.1 m thick deposit of silty clay to clayey silt was encountered in BH18-2 at a depth of 2.1 mbgs within the non-cohesive deposits. Two SPT “N”-values measured in silty clay to clayey silt are 32 and 33 blows per 0.3 m of penetration suggesting a hard consistency. The in-situ water contents measured on samples of the silty clay to clayey silt are 13 percent and 20 percent.

4.2.5 Groundwater Conditions The groundwater level was measured in each borehole on completion of drilling and was encountered at between 4.0 m and 5.5 mbgs. It should be noted that the groundwater measurements reflect the shallow groundwater conditions encountered in the boreholes at the time of the field work in January 24, 2018 and not the stabilized groundwater levels. Groundwater levels at the Site are anticipated to encounter seasonal fluctuations during precipitation and snowmelt events and should be expected to be higher during the wet periods of the year.

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

5.1 Ice Rink The subsurface conditions below the existing ice rink generally consists of loose to compact non-cohesive fill and soft to very stiff cohesive fill overlying deposits of non-cohesive native deposits.

Typically, an ice rink will consist of a reinforced concrete slab (150 mm thick) on a layer of rigid insulation (100 mm thick layer of HI-40 Styrofoam) over sand bedding. The sand bedding is usually supported on a layer of compacted Granular “A” material. At this Site, we also recommend that the existing fill be removed and replace with engineered fill.

We recommend that a 150 mm thick sand bedding (OPSS 1002: “Material Specification for Aggregates – Concrete”) be placed below the insulation over a 300 mm thick layer of Granular ‘A’ (OPSS 1010: “Material Specification for

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Aggregates - Base, Subbase, Select Subgrade, and Backfill Material”) over engineered fill (Section 5.4). The existing fill should be sub-excavated and replaced with engineered fill compacted to 98 percent of the material’s standard Proctor maximum dry density (SPMDD) to minimize future settlements. The Granular ‘A’ and sand bedding should be compacted to 100 percent of the standard Proctor maximum dry density (SPMDD).

The existing fill extends to depths ranging from 1.4 m to 2.1 m below the existing ground surface. After sub-excavation of these materials to the native silt / sandy silt deposits, the existing subgrade area should then be proof-rolled with a heavy vibratory compactor or loaded tri-axel dump truck and inspected by Golder, to confirm that the exposed native soils are generally competent, and have been adequately cleaned of ponded water and disturbed, loosened, softened, organic and other deleterious materials. Remedial work during construction (i.e. further sub-excavation) should be carried out as directed by Golder personnel to remove any large or unsuitable subgrade that could impact proof-rolling / compaction operations and construction of the under slab support requirements. The base of the excavation below the ice rink for placement of the sand bedding, Granular ‘A’ and engineered fill plus any additional sub-excavation is required to extend a minimum horizontal distance out from the edge of the rink footprint equal to the depth of the excavated fill, or 1.2 m, whichever is greater.

5.2 Lighting Standards Foundation Design Based on information received from the City, four new lighting standards will be installed at each corner of the ice rink. Based on our evaluation of the subsurface conditions, the proposed foundations (piles or drilled shafts) may be founded in the native and undisturbed compact to very dense silt / sandy silt, or hard silty clay to clayey silt below 1.4 m to 2.1 mbgs, depending on the exact location.

The resistance to loading will have to be derived from the native soil in front of the embedded lighting standard base and can be calculated using subgrade reaction theory where the coefficient of lateral subgrade reaction (kh in kPa/m) is determined based on the equation given below:

𝑘𝑘ℎ = 𝑛𝑛ℎ𝑍𝑍𝑑𝑑

where:

nh is the constant of horizontal subgrade reaction (kPa/m);

z is the depth (m); and

d is the pile diameter (m)

The above equations and recommended parameters may be used to analyse the interaction between the embedded pile and the surrounding soil provided that lateral displacements within the soil do not exceed about 10 mm.

The lateral pressures obtained from the analysis must not exceed the ultimate lateral geotechnical resistance or the factored structural flexural shear resistance of the lighting standard pile. The lighting standard pile should be designed to act as a rigid element (i.e., a length-to-diameter ratio (L/d) of not greater than 10).

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The spring constant, K, for analysis may be obtained by the following expression:

K = kh x L x B (kN/m)

where:

kh is the coefficient of lateral subgrade reaction (kPa/m)

B is the pile diameter (m); and

L is the effective length (m) of the pile segment or element used in the analysis.

The evaluation of the pile subjected to lateral loads should take into account such factors as the relative rigidity of the pile to the surrounding soil, the fixity condition of the pile at the ground surface, the structural capacity of the pile to withstand bending moment, the soil resistance that can be mobilized and the tolerable lateral deflection of the pile at the ground surface.

The embedment depth of the pile into the native soils should be based on the depth required to resolve the lateral loading on the lighting standard. Table 1 provides the recommended parameters for use in the design approaches outlined above.

Table 1: Summary of Soil Parameters

Soil Type nh

(kPa/m) Unit Weight

(kN/m3)

Angle of Internal Friction

(φ) Degrees

Coefficient of Passive Pressure

(Kp)

Fill

Ignore contribution of lateral resistance provided by fill soils and by upper 1.2 m

18 24 2.4

Compact Silt / Sandy Silt / Silty Sand

7,000 19 28 2.8

Dense to Very Dense Silt / Sandy Silt / Silty Sand

10,000 20 30 3.0

Hard Silty Clay to Clayey Silt 10,000 20 28 2.8

5.3 Concrete Flatwork & Walkways 5.3.1 Subgrade It is understood that exterior concrete flatwork such as sidewalks / walkways may be required. The subgrade for exterior concrete flatwork / walkways should be inspected during construction to determine if it is capable of supporting the proposed loads and to identify soft zones and areas of unsuitable subgrade soil or deleterious fill. Therefore, during construction, the prepared subgrade should be proof-rolled in conjunction with an inspection by Golder personnel. Remedial work should be carried out on any softened, disturbed, wet or poorly performing zones as directed by Golder. Any low areas may then be brought up to within at least 150 mm of the underside of the

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walkway slab, as required, using Granular ‘B’ Type I or other approved non-frost susceptible material, placed in maximum 200 mm loose lifts and uniformly compacted to at least 98 percent of the SPMDD. The subgrade should be sloped and drained so the water does not pond under the concrete flatwork / walkways.

The final lift of granular fill beneath concrete flatwork should consist of a minimum thickness of 150 mm of Granular ‘A’, uniformly compacted to at least 98 percent of the SPMDD. Any filling operations should be monitored and tested by Golder.

5.3.2 Frost Susceptibility and Sub-drains Frost heave is caused by formation of ice and/or ice lenses within the soil which increase the overall soil volume which in turn can generate considerable pressure in the process. For ice lenses to form, three conditions must be present:

1) The soil temperature must be below freezing;

2) The soil must be frost susceptible; and

3) Sufficient water must be present at or near the freezing temperature.

As the proposed concrete flatwork will not be within a heated area, the subsurface soils will be exposed to freezing temperatures during winter. The flatwork will generally be cleared of snow and ice and therefore the frost penetration during the winter may potentially extend to the full local maximum frost penetration depth of 1.2 m below the ground surface. To minimize the effects of frost heave, care should be taken to ensure that frost susceptible soils are not placed within 1.2 m of the final grade. To control (not prevent) differential frost heaving across walkways, etc., the subgrade soils should not have different frost heave characteristics. Golder should inspect all subgrade under the flatwork to confirm that no frost susceptible soils are present between and beyond the borehole locations. In all boreholes, the fill deposit varies in composition from clayey silt to silty clay which are considered to be frost susceptible.

Alternatively, consideration could be given to installation of thermal insulation which would reduce or eliminate the requirement for subgrade soil removal and replacement with non-frost susceptible material.

As a third alternative to minimize the effects of frost, the subgrade for the flatwork could be graded such that no water could be pooled within the granular base. To further help drain the granular base, strategically placed drains / subdrains could be installed as follows:

Install solid subdrains associated with strategically located grated surface drains and underslab perforated and filtered subdrains. The subdrains should outlet to the nearby catch basins or other frost free outlets. Golder would be pleased to recommend locations and design details for the drains, if requested;

Seal all of the concrete joints with flexible caulking to help prevent storm water runoff from infiltrating into the granular base; and

Perimeter subdrains should be installed along the walkways to help prevent water originating from precipitation and plant/grass watering efforts from entering the granular base prior to freeze-up.

Golder should be retained to review the proposed design details to confirm that appropriate frost prevention measures are implemented.

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5.4 Engineered Fill The existing fill material is not suitable for reuse as engineered fill below the Granular ‘A’. Imported non-frost susceptible materials which meet the requirements for OPSS 1010 Granular ‘A’ or Granular ‘B’ Type I, would be suitable for use as engineered fill at any depth. Imported materials used for engineered fill must be approved by Golder at the source(s), prior to hauling to the Site. The water content of the materials for use as engineered fill must be within the range of no less than 2 percent and no greater than 1 percent of the optimum moisture content for compaction. In any event, the approved materials for engineered fill should be placed in maximum 150 mm loose lifts and uniformly compacted to at least 100 percent of the SPMDD throughout. The placement of engineered fill must be monitored by Golder on a full-time basis.

The final surface of the engineered fill and granular/bedding layers should be protected as necessary from construction activities and freezing weather. The insulation layer should extend at least 1.2 m around the perimeter of the ice rink to protect the subgrade against frost.

5.5 Excavations All excavations should be carried out in accordance with the Ontario Health and Safety Regulations for Construction Projects (OHSA). Overall, existing soils in excavations at the Site which do not extend below the groundwater table can generally be classified as Soil Type 2 or Type 3 under OHSA. If the groundwater table is present at any location at excavated locations, the soils should be classified as Soil Type 3 or Type 4. Golder should be requested to determine the correct soil classification in the field during construction to ensure adherence to the OHSA requirements.

In most cases, temporary excavations may be sloped no steeper than 1 Horizontal to 1 Vertical (1H:1V) for excavations in Type 3 soils. In dense or very dense sandy soils or hard clayey soils above groundwater level, Type 2 soils can be excavated with 1.2 m vertical walls at the bottom of excavation and then slopped 1 Horizontal to 1 Vertical (1H:1V). Excavations extending below the groundwater table or where Type 4 soils are encountered, 3H:1V slopes will be required in unsupported excavations. All excavations should be inspected by the geotechnical engineer.

Stockpiles of excavated materials should be kept at least the same horizontal distance from the top edge of the excavation as the depth to prevent slope instability, subject to confirmation by a geotechnical engineer. Care should also be taken to avoid overloading of any underground services / structures by stockpiles.

Conventional hydraulic excavation equipment would be expected to be suitable for excavation in the overburden soils.

Care should be taken for excavation work around location of BH18-1 which is located near an existing structure at the west end of the existing ice rink. The excavation should not extend below the foundation depth of the existing adjacent structure located to avoid foundation undermining. If excavation below the existing foundation depth is necessary, a zone of influence of the foundation should be maintained as any line drawn from the underside edge of the foundation down and away at 45o angles to the horizontal or a shoring system should be designed to support the existing structure.

The existing subsoils (fill and native materials) are generally susceptible to disturbance due to construction activities, ponded water, potential groundwater seepage or heavy precipitation. Groundwater seepage into the excavations may also occur from perched groundwater or surface water flow, particularly following significant periods of precipitation. However, for excavations not extending below the groundwater table, construction dewatering, if required, may likely be achieved using conventional pumping from the excavations using filtered sumps.

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Water takings in excess of 50,000 L/day are regulated by the MOECC. Certain takings of groundwater and stormwater for construction dewatering purposes with a combined total less than 400,000 L/day qualify for self-registration on the MOECC’s Environmental Activity and Sector Registry (EASR). Registry on the EASR replaces the need to obtain a Permit to take Water (PTTW) for water taking and a Section 53 approval for discharge of water to the environment. A “Water Taking Plan” and a “Discharge Plan” are required by the MOECC if water is taken in accordance with an EASR. In all cases, discharge under the EASR must be in accordance with a Discharge Plan (to be developed by a qualified professional). A Category 3 PTTW would be required for water takings in excess of 400,000 L/day. At this Site, neither an EASR nor a PTTW is expected to be required.

5.6 Seismic Site Response Classification The 2010 National Building Code of Canada (NBCC 2010) contains updated seismic analysis and design methodology. The seismic hazard is now defined by uniform hazard spectra (UHS) at spectral coordinates of 0.2 seconds, 0.5 seconds, 1.0 seconds and 2.0 seconds and a probability of exceedance of 2 percent in 50 years. The NBCC 2010 method uses a site classification system defined by the average soil/bedrock properties (e.g. shear wave velocity, Standard Penetration Test (SPT) resistance, undrained soil shear strength, etc.) in the 30 meters below the foundation level. There are 6 site classes from A to F, decreasing in ground stiffness from A, hard rock to E, soft soil; with site class F used to denote problematic soils (e.g. sites underlain by thick peat deposits and/or liquefiable soils). The site class is then used to obtain acceleration and velocity-based site coefficients Fa and Fv, respectively, used to modify the UHS to account for the effects of site-specific soil conditions in design.

For the purposes of structural design for the Site, based on the results of the SPT, a conservative classification of Class “D” may be used. Should it be advantageous for the project to improve the Site class classification, further geophysical testing should be carried out, although an improved Site Class is not guaranteed with additional testing.

5.7 Testing and Inspection During construction, full-time and/or part time observation should be carried out during the removal and proof-rolling of the native subgrade to ensure there are no poorly areas and to supervise removal of any debris/deleterious fill. Full-time observation and inspection engineered fill placement will also be required. Foundation inspections, subgrade inspections and in-situ materials testing should be carried out on Site in order to confirm that the conditions exposed, are consistent with those encountered in the boreholes and to monitor conformance to pertinent project specifications.

5.8 Environmental Assessment As already mentioned in Section 3.2, two soil samples were submitted to ALS for analysis of petroleum hydrocarbons fraction 1 to fraction 4 (“PHCs F1-F4”), benzene, ethylbenzene, toluene and xylenes (“BTEX”), volatile organic compounds (“VOCs”) and polycyclic aromatic hydrocarbons (“PAHs”). The analytical results were compared to the Site Condition Standards listed in Table 1 (background) for agricultural property use of the Ontario Ministry of the Environment (“MOE1”) “Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act”, dated April 15, 2011, (the “Table 1 Site Condition Standard”). The Table 1 is found in Ontario Regulation (“O.Reg.”) 153/04, as amended. The Table 1 Site Condition Standard, as defined for coarse-textured soil, was used for comparison.

Based upon a comparison of the analytical results to the Table 1 Site Condition Standard, the following is of note:

1 MOE was recently renamed the Ministry of the Environment and Climate Change (MOECC). However, the generic site condition standards and associate guidance documents were released by the MOE and the standards are still legally referred to as the MOE standards.

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All samples satisfied the Table 1 Site Condition Standard for all parameters tested. The laboratory certificate of analysis is included in Appendix E.

For waste characterization, two composite soil samples were collected and submitted for toxicity characteristic leaching procedure (“TCLP”) analysis of metals and inorganics and benzo(A)pyrene testing, one from BH18-2 and BH18-4 (TCLP1) and another from BH18-1 and BH18-3 (TCLP2). Analytical results were compared to the Schedule 4 criteria of O.Reg. 347, March 2008 for waste disposal classification purposes.

Based upon a comparison of the analytical results to the Schedule 4 criteria, the following is of note:

The analytical results of the TCLP1 and TCLP2 soil samples analysis were below the Schedule 4 Criteria for the parameters analyzed, indicating that the soil cuttings can be classified as non-hazardous waste for disposal purposes. The laboratory certificate of analysis is included in Appendix E.

Available analytical data pertaining to this material should be forwarded to a potential receiver for review. Written authorization indicating that this data was received and reviewed and that the receiver accepts the excavated material, should be provided to the Site representative by the potential receiver prior to movement of the material.

This results were based on data and information collected during the limited environmental sampling program conducted by Golder and is based solely on Site conditions encountered on January 24, 2018.

In preparing this summary, only limited chemical analyses of soil samples were carried out, and only in the context of the Site Condition Standards set out in Table 1 (agricultural property use) of the “Soil, Ground Water and Sediment Standards for Use Under Part XV.1 of the Environmental Protection Act” dated April 15, 2011. The results of an investigation of this nature should, in no way, be construed as a warranty that the Site is free from any and all contamination from past or current practices.

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

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Signature Page

Golder Associates Ltd.

Dan Urian, M.E.Sc., P.Eng. Sarah E.M. Poot, P.Eng, Associate Geotechnical Engineer Senior Geotechnical Engineer

DU/SEMP/lh

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February 2018 1544818 (31000)

FIGURES

Figure 1: Key Plan Figure 2: Borehole Location Plan

!(SITE LOCATION

WESTON ROAD

ISLINGTON AVENUE

ROYAL YORK ROADEGLINTON AVENUE WEST JANE STREET

THE KINGSWAYKIPLING AVENUE

SCARLETT ROAD

LAWRENCE AVENUE WEST

DIXON ROAD

THE WESTWAY

LA ROSE AVENUE

BLACK CREEK DRIVE

RATHBURN ROAD

KING STREET

DUNDAS STREET WEST

CHURCH STREET

TRETHEWEY DRIVE

PINE STREET

CHAPMAN ROAD

ABILENE DRIVE

EAST DRIVE

LAMBTON AVENUE

BYWOOD DRIVE

EILEEN AVENUE

NORTH DRIVE

BABY POINT ROAD

VARSITY ROAD

PETTIT DRIVE

ALLIANCE AVENUE

SUMMITCREST DRIVE

TWYF

ORD R

OAD

GOVERNMENT ROAD

ELLINS AVENUE

ST JOHNS ROAD

ST MARKS ROAD

EDGE

HILL

ROA

D

INDUSTRY STREET

RICHVIEW ROAD

LEGGETT AVENUE

FOXWELL STREET

HERNE HILL

WESTONA STREET

TALLON ROAD

OLDHA

M ROAD

FENLEY DRIVE

HARDING AVENUE

ELM STREET

THURODALE AVENUE

CORBETT AVENUE

BEAVERBROOK AVENUE

ASHFORD DRIVE

ALMA DRIVE

QUEEN ANNE ROAD

LAMONT AVENUE

PARAGON ROAD

FAIRHAVEN DRIVE

BALA AVENUE

TASKER ROAD

MADILL STREET

WHITE AVENUE

HUMBER RIVER (RIVIÈRE HUMBER)

HUMBER CREEK

BLACK CREEK

SILVER CREEK

BLACK CREEK

616595

616595

617595

617595

618595

618595

619595

619595

620595

620595

621595

621595 4834

617

4835

617

4835

617

4836

617

4836

617

4837

617

4837

617

4838

617

4838

617

4839

617

4839

617

LEGEND

ROADRAILWAYWATERCOURSEWETLANDWOODED AREA

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REFERENCE(S)BASE DATA - MNR LIO, OBTAINED 2018PRODUCED BY GOLDER ASSOCIATES LTD UNDER LICENCE FROM ONTARIO MINISTRY OF NATURALRESOURCES, © QUEENS PRINTER 2018PROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83 COORDINATE SYSTEM: UTM ZONE 17N

0 500 1,000

1:30,000 METRES

1PROJECT NO. CONTROL FIGURE

CLIENTCITY OF TORONTO

PROJECTGEOTECHNICAL INVESTIGATIONBUTTONWOOD PARK, TORONTO, ONTARIOTITLEKEY PLAN

CONSULTANT

REV.

2018-02-15

MKDUSEMP

YYYY-MM-DDDESIGNEDPREPAREDREVIEWEDAPPROVED

1544818 (31000)

DUrian

Rectangle

@A

@A

@A

@A

BH18-4

BH18-3

BH18-2

BH18-1

LEGEND

@A BOREHOLE LOCATION

PATH

: S:\C

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-02-26

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mm0

REFERENCE(S)BASE IMAGERY SOURCE: ESRI, DIGITALGLOBE, GEOEYE, I-CUBED, USDA, USGS, AEX,GETMAPPING, AEROGRID, IGN, IGP, SWISSTOPO, AND THE GIS USER COMMUNITYPROJECTION: TRANSVERSE MERCATOR DATUM: NAD 83 COORDINATE SYSTEM: UTM ZONE17N 2

PROJECT NO. CONTROL FIGURE

CLIENTCITY OF TORONTO

PROJECTGEOTECHNICAL INVESTIGATIONBUTTONWOOD PARK, TORONTO, ONTARIOTITLEBOREHOLE LOCATION PLAN

CONSULTANT

REV.

2018-02-26

MKDUSEMP

YYYY-MM-DDDESIGNEDPREPAREDREVIEWEDAPPROVED

1544818 (31000)

0 10 20

1:500 METRES

February 2018 1544818 (31000)

APPENDIX A

Important Information and Limitations of This Report

IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT

2016 1 of 2

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

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

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

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

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

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

IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT

2016 2 of 2

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

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

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

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

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

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

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

February 2018 1544818 (31000)

APPENDIX B

Method of Soil Classification Abbreviations and Terms used on Record of Boreholes and Test Pits

List of Symbols Record of Boreholes (BH18-1 To BH18-4)

METHOD OF SOIL CLASSIFICATION

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

1/3

Organic or Inorganic

Soil Group Type of Soil Gradation

or Plasticity 𝑪𝑪𝑪𝑪 =𝑫𝑫𝟔𝟔𝟔𝟔

𝑫𝑫𝟏𝟏𝟔𝟔 𝑪𝑪𝑪𝑪 =

(𝑫𝑫𝟑𝟑𝟔𝟔)𝟐𝟐

𝑫𝑫𝟏𝟏𝟔𝟔𝒙𝒙𝑫𝑫𝟔𝟔𝟔𝟔

Organic Content

USCS Group Symbol Group Name

INO

RG

ANIC

(O

rgan

ic C

onte

nt ≤

30%

by

mas

s)

CO

ARSE

-GR

AIN

ED S

OIL

S

(˃50

% b

y m

ass

is la

rger

than

0.0

75 m

m)

GR

AVEL

S

(>50

% b

y m

ass

of

coar

se fr

actio

n is

la

rger

than

4.7

5 m

m) Gravels

with ≤12% fines

(by mass)

Poorly Graded <4 ≤1 or ≥3

≤30%

GP GRAVEL

Well Graded ≥4 1 to 3 GW GRAVEL

Gravels with

>12% fines

(by mass)

Below A Line n/a GM SILTY

GRAVEL

Above A Line n/a GC CLAYEY

GRAVEL

SAN

DS

(≥

50%

by

mas

s of

co

arse

frac

tion

is

smal

ler t

han

4.75

mm

) Sands with

≤12% fines

(by mass)

Poorly Graded <6 ≤1 or ≥3 SP SAND

Well Graded ≥6 1 to 3 SW SAND

Sands with

>12% fines

(by mass)

Below A Line n/a SM SILTY SAND

Above A Line n/a SC CLAYEY

SAND

Organic or Inorganic

Soil Group Type of Soil Laboratory

Tests

Field Indicators Organic Content

USCS Group Symbol

Primary Name Dilatancy Dry

Strength Shine Test

Thread Diameter

Toughness (of 3 mm thread)

INO

RG

ANIC

(Org

anic

Con

tent

≤30

% b

y m

ass)

FIN

E-G

RAI

NED

SO

ILS

(≥50

% b

y m

ass

is s

mal

ler t

han

0.07

5 m

m)

SILT

S

(Non

-Pla

stic

or P

I and

LL

plot

be

low

A-L

ine

on

Pla

stic

ity

Cha

rt b

elow

)

Liquid Limit

<50

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

<5% ML SILT

Slow None to Low Dull 3mm to

6 mm None to low <5% ML CLAYEY SILT

Slow to very slow

Low to medium

Dull to slight

3mm to 6 mm Low 5% to

30% OL ORGANIC SILT

Liquid Limit ≥50

Slow to very slow

Low to medium Slight 3mm to

6 mm Low to

medium <5% MH CLAYEY SILT

None Medium to high

Dull to slight

1 mm to 3 mm

Medium to high

5% to 30% OH ORGANIC

SILT

CLA

YS

(PI a

nd L

L pl

ot

abov

e A-

Line

on

Plas

ticity

Cha

rt

belo

w)

Liquid Limit <30 None Low to

medium Slight

to shiny ~ 3 mm Low to medium 0%

to 30%

(see Note 2)

CL SILTY CLAY

Liquid Limit 30 to 50 None Medium

to high Slight

to shiny 1 mm to

3 mm Medium CI SILTY CLAY

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

HIG

HLY

O

RG

ANIC

SO

ILS

(Org

anic

C

onte

nt >

30%

by

mas

s) Peat and mineral soil

mixtures

30% to

75% PT

SILTY PEAT, SANDY PEAT

Predominantly peat, may contain some

mineral soil, fibrous or amorphous peat

75% to

100% PEAT

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

Dual Symbol — A dual symbol is two symbols separated by a hyphen, for example, GP-GM, SW-SC and CL-ML. For non-cohesive soils, the dual symbols must be used when the soil has between 5% and 12% fines (i.e. to identify transitional material between “clean” and “dirty” sand or gravel. For cohesive soils, the dual symbol must be used when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart (see Plasticity Chart at left).

Borderline Symbol — A borderline symbol is two symbols separated by a slash, for example, CL/CI, GM/SM, CL/ML. A borderline symbol should be used to indicate that the soil has been identified as having properties that are on the transition between similar materials. In addition, a borderline symbol may be used to indicate a range of similar soil types within a stratum.

ABBREVIATIONS AND TERMS USED ON RECORDS OF BORHEOLES AND TEST PITS

2/3

PARTICLE SIZES OF CONSTITUENTS

Soil Constituent

Particle Size

Description Millimetres Inches

(US Std. Sieve Size)

BOULDERS Not Applicable >300 >12

COBBLES Not Applicable 75 to 300 3 to 12

GRAVEL Coarse Fine

19 to 75 4.75 to 19

0.75 to 3 (4) to 0.75

SAND Coarse Medium

Fine

2.00 to 4.75 0.425 to 2.00

0.075 to 0.425

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

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

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

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

DS Denison type sample FS Foil sample GS Grab Sample RC Rock core SC Soil core SS Split spoon sampler – note size ST Slotted tube TO Thin-walled, open – note size TP Thin-walled, piston – note size WS Wash sample

MODIFIERS FOR SECONDARY AND MINOR CONSTITUENTS Percentage

by Mass Modifier

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

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

> 5 to 12 some

≤ 5 trace

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

CIU consolidated isotropically undrained triaxial test with porewater pressure measurement1

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

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

PENETRATION RESISTANCE Standard Penetration Resistance (SPT), N: The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.) required to drive a 50 mm (2 in.) split-spoon sampler for a distance of 300 mm (12 in.).

Cone Penetration Test (CPT) An electronic cone penetrometer with a 60° conical tip and a project end area of 10 cm2 pushed through ground at a penetration rate of 2 cm/s. Measurements of tip resistance (qt), porewater pressure (u) and sleeve frictions are recorded electronically at 25 mm penetration intervals.

Dynamic Cone Penetration Resistance (DCPT); Nd: The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.) to drive uncased a 50 mm (2 in.) diameter, 60° cone attached to "A" size drill rods for a distance of 300 mm (12 in.). PH: Sampler advanced by hydraulic pressure PM: Sampler advanced by manual pressure WH: Sampler advanced by static weight of hammer WR: Sampler advanced by weight of sampler and rod

NON-COHESIVE (COHESIONLESS) SOILS COHESIVE SOILS

Compactness2 Consistency Term SPT ‘N’ (blows/0.3m)1

Very Loose 0 - 4 Loose 4 to 10

Compact 10 to 30 Dense 30 to 50

Very Dense >50 1. SPT ‘N’ in accordance with ASTM D1586, uncorrected for overburden pressure

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

Terzaghi, Peck and Mesri (1996) and correspond to typical average N60 values. Many factors affect the recorded SPT-‘N’ value, including hammerefficiency (which may be greater than 60% in automatic trip hammers),groundwater conditions, and grainsize. As such, the recorded SPT-‘N’ value(s) should be considered only an approximate guide to the compactnessterm. These factors need to be considered when evaluating the results, and the stated compactness terms should not be relied upon for design or construction.

Term Undrained Shear Strength (kPa)

SPT ‘N’1,2 (blows/0.3m)

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

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

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

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

Field Moisture Condition Water Content Term Description

Dry Soil flows freely through fingers.

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

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

Term Description

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

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

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

LIST OF SYMBOLS

3/3

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

I. GENERAL (a) Index Properties (continued) w water content

π 3.1416 wl or LL liquid limit ln x natural logarithm of x wp or PL plastic limit log10 x or log x, logarithm of x to base 10 lp or PI plasticity index = (wl – wp) g acceleration due to gravity ws shrinkage limit t time IL liquidity index = (w – wp) / Ip

IC consistency index = (wl – w) / Ip emax void ratio in loosest state emin void ratio in densest state ID density index = (emax – e) / (emax - emin)

II. STRESS AND STRAIN (formerly relative density)

γ shear strain (b) Hydraulic Properties ∆ change in, e.g. in stress: ∆ σ h hydraulic head or potential ε linear strain q rate of flow εv volumetric strain v velocity of flow η coefficient of viscosity i hydraulic gradient υ Poisson’s ratio k hydraulic conductivity σ total stress (coefficient of permeability) σ′ effective stress (σ′ = σ - u) j seepage force per unit volume σ′vo initial effective overburden stress σ1, σ2, σ3 principal stress (major, intermediate,

minor) (c) Consolidation (one-dimensional) Cc compression index

σoct mean stress or octahedral stress (normally consolidated range) = (σ1 + σ2 + σ3)/3 Cr recompression index

τ shear stress (over-consolidated range) u porewater pressure Cs swelling index E modulus of deformation Cα secondary compression index G shear modulus of deformation mv coefficient of volume change K bulk modulus of compressibility cv coefficient of consolidation (vertical

direction) ch coefficient of consolidation (horizontal

direction) Tv time factor (vertical direction)

III. SOIL PROPERTIES U degree of consolidation σ′p pre-consolidation stress

(a) Index Properties OCR over-consolidation ratio = σ′p / σ′vo ρ(γ) bulk density (bulk unit weight)* ρd(γd) dry density (dry unit weight) (d) Shear Strength ρw(γw) density (unit weight) of water τp, τr peak and residual shear strength ρs(γs) density (unit weight) of solid particles φ′ effective angle of internal friction γ′ unit weight of submerged soil δ angle of interface friction

(γ′ = γ - γw) µ coefficient of friction = tan δ DR relative density (specific gravity) of solid c′ effective cohesion

particles (DR = ρs / ρw) (formerly Gs) cu, su undrained shear strength (φ = 0 analysis) e void ratio p mean total stress (σ1 + σ3)/2 n porosity p′ mean effective stress (σ′1 + σ′3)/2 S degree of saturation q (σ1 - σ3)/2 or (σ′1 - σ′3)/2

qu compressive strength (σ1 - σ3) St sensitivity

* Density symbol is ρ. Unit weight symbol is γwhere γ = ρg (i.e. mass density multiplied byacceleration due to gravity)

Notes: 1 2

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

CM

E 5

5 T

rack

Mou

nted

Rig

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

45

5

18

66

83/0.28

50/0.13

51

MH

MH

115

mm

O.D

Sol

id S

tem

Aug

ers

TOPSOILFILL- (SW) gravelly SAND; light brown;non-cohesive, moistFILL- (CL-ML) sandy SILTY CLAY toCLAYEY SILT, trace to some gravel,trace rootlets, trace organics; brown,oxidation stains; cohesive , w>PL, firm tovery stiff- SS1 was frozen

(ML) SILT, trace sand; brown, oxidationstains; non-cohesive, moist to wet, verydense

(ML) sandy SILT; brown to grey,oxidation stains; non-cohesive, wet, verydense

- Grey at a depth of approximately 4.8 m

END OF BOREHOLE

NOTES:

1. Borehole caved to a depth of about5.5 m below ground surface uponcompletion of drilling.

2. Groundwater level measured at adepth of about 4.6 m below groundsurface upon completion of drilling.

0.05

0.30

2.13

6.55

133.45

131.62

129.71

127.20

TY

PE

BORING DATE: January 24, 2018

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

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

10 20 30 40

SHEET 1 OF 1

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

RECORD OF BOREHOLE: BH18-1

SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 1544818 (3100)

LOCATION: See Figure 2

AD

0.00133.75

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

DU

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A-B

HS

001

S:\C

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NT

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ITY

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NW

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D_P

AR

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2_D

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/23

/18

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

CM

E 5

5 T

rack

Mou

nted

Rig

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

12

5

18

32

33

78

50/0.13

MH

115

mm

O.D

Sol

id S

tem

Aug

ers

TOPSOILFILL - (ML) sandy CLAYEY SILT, trace tosome gravel, trace rootlets; brown;non-cohesive, moist, loose to compact

(ML) sandy SILT, trace gravel; brown,oxidation stains; non-cohesive, moist,compact

(CL-ML) SILTY CLAY to CLAYEY SILT,some sand to sandy, trace gravel; brown,oxidation stains; cohesive, w~PL tow>PL, hard

(ML) sandy SILT; brown to grey;non-cohesive, moist to wet, very dense

END OF BOREHOLE

NOTES:

1. Borehole caved to a depth of about4.6 m below ground surface uponcompletion of drilling.


0.05

1.37

2.13

4.04

6.38

132.03

131.27

129.36

127.02

TY

PE


NU

MB

ER

Wl

PIEZOMETEROR



Wp W


BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

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

10 20 30 40

SHEET 1 OF 1



SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 1544818 (3100)


AD

0.00133.40

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

DU

GT

A-B

HS

001

S:\C

LIE

NT

S\C

ITY

_OF

_TO

RO

NT

O\B

UT

TO

NW

OO

D_P

AR

K\0

2_D

AT

A\G

INT

\154

4818

.GP

J G

AL-

MIS

.GD

T 2

/23

/18


20 40 60 80


20 40 60 80

Q -U -

nat V.rem V.

CM

E 5

5 T

rack

Mou

nted

Rig

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

16

12

30

72

74

69

50/0.13

MH

115

mm

O.D

Sol

id S

tem

Aug

ers

TOPSOILFILL - (CL-ML) sandy SILTY CLAY toCLAY SILT, trace to some gravel; brown,trace rootlets, trace organics; cohesive,w~PL, stiff to very stiff

(ML) SILT, some sand to sandy; brown,oxidation stains; non-cohesive, moist,dense to very dense

(SM) SILTY SAND; grey/brown, oxidationstains; non-cohesive, wet, very dense

END OF BOREHOLE

NOTES:


0.05

1.37

5.57

6.38

132.23

128.03

127.22

TY

PE


NU

MB

ER

Wl

PIEZOMETEROR



Wp W


BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

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

10 20 30 40

SHEET 1 OF 1



SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 1544818 (3100)


AD

0.00133.60

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

DU

GT

A-B

HS

001

S:\C

LIE

NT

S\C

ITY

_OF

_TO

RO

NT

O\B

UT

TO

NW

OO

D_P

AR

K\0

2_D

AT

A\G

INT

\154

4818

.GP

J G

AL-

MIS

.GD

T 2

/23

/18


20 40 60 80


20 40 60 80

Q -U -

nat V.rem V.

CM

E 5

5 T

rack

Mou

nted

Rig

SS

SS

SS

SS

SS

SS

SS

1

2

3

4

5

6

7

4

7

10

9

20

50/0.13

71

MHNon-Plastic

115

mm

O.D

Sol

id S

tem

Aug

ers

TOPSOILFILL - (CL-ML) sandy SILTY CLAY toCLAY SILT, trace gravel; brown, tracerootlets; cohesive, w~PL, soft to stiff

- Silt seams in SS2

(ML) sandy SILT; brown, oxidation stains;non-cohesive, moist to wet, loose to verydense

END OF BOREHOLE

NOTES:


0.05

2.13

6.55

130.87

126.45

TY

PE


NU

MB

ER

Wl

PIEZOMETEROR



Wp W


BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

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

10 20 30 40

SHEET 1 OF 1



SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 1544818 (3100)


AD

0.00133.00

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

DU

GT

A-B

HS

001

S:\C

LIE

NT

S\C

ITY

_OF

_TO

RO

NT

O\B

UT

TO

NW

OO

D_P

AR

K\0

2_D

AT

A\G

INT

\154

4818

.GP

J G

AL-

MIS

.GD

T 2

/23

/18


20 40 60 80


20 40 60 80

Q -U -

nat V.rem V.

February 2018 1544818 (31000)

APPENDIX C

Results of Geotechnical Laboratory Testing (Figures C1 To C3)

GRAIN SIZE DISTRIBUTION(ML/CL) SILTY CLAY to CLAYEY SILT FIGURE C1

Date: 27-Feb-18

Project Number: 1544818 (31 000)

Checked By: Golder Associates

LEGEND

BOREHOLE SAMPLE DEPTH(m)

18-1 2 0.76 - 1.22

SYMBOL

0.00010.0010.010.11101000

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE, mm

PE

RC

EN

TF

INE

RT

HA

N

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

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

COBBLE

SIZE

COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES

GRAVEL SIZE SAND SIZE FINE GRAINED

DUrian

Typewritten Text

JT

GRAIN SIZE DISTRIBUTION(ML) SILT FIGURE C2

Date: 27-Feb-18



LEGEND


18-1 4 2.29 - 2.74

SYMBOL

0.00010.0010.010.11101000

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE, mm

PE

RC

EN

TF

INE

RT

HA

N

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


COBBLE

SIZE



DUrian

Typewritten Text

JT

GRAIN SIZE DISTRIBUTION(ML) Sandy SILT FIGURE C3

Date: 27-Feb-18



LEGEND


18-3 3 1.52 - 1.9818-2 3 1.52 - 1.9818-4 4 2.29 - 2.74

SYMBOL

0.00010.0010.010.11101000

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE, mm

PE

RC

EN

TF

INE

RT

HA

N

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


COBBLE

SIZE



DUrian

Typewritten Text

DUrian

Typewritten Text

JT

February 2018 1544818 (31000)

APPENDIX D

Drawings from City of Toronto

February 2018 1544818 (31000)

APPENDIX E

Environmental Laboratory Test Results

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

29-JAN-18

Lab Work Order #: L2050184

Date Received:GOLDER ASSOCIATES LTD. (Markham)

200 - 140 Renfrew Dr.Markham ON L3R 6B3

ATTN: Dan UrianFINAL 05-FEB-18 12:10 (MT)Report Date:

Version:

Certificate of Analysis

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

____________________________________________

Amanda FazekasAccount Manager

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

Client Phone: 905-475-5591

1544818Job Reference: NOT SUBMITTEDProject P.O. #:

C of C Numbers:Legal Site Desc:

05-FEB-18 12:10 (MT)ANALYTICAL REPORT

L2050184 CONT’D....

2PAGE ofJob Reference: 1544818

9

Summary of Guideline Exceedances

GuidelineALS ID Client ID Grouping Analyte Result Guideline Limit Unit

Ontario Regulation 153/04 - April 15, 2011 Standards - T1-Soil-Agricultural or Other Property Use(No parameter exceedances)


L2050184 CONT’D....


9

Physical Tests - SOIL

Guide Limit #1: T1-Soil-Agricultural or Other Property Use

% Moisture - -

L2050184-1 L2050184-224-JAN-18 24-JAN-18

BH18-1 SA2 BH18-2 SA3

%

Lab IDSample Date

Sample ID

Guide LimitsUnit #1 #2Analyte

Analytical result for this parameter exceeds Guide Limits listed. See Summary of Guideline Exceedances.Detection Limit for result exceeds Guideline Limit. Assessment against Guideline Limit cannot be made.

16.0 15.4


L2050184 CONT’D....


9

Volatile Organic Compounds - SOIL


Acetone

Benzene

Bromodichloromethane

Bromoform

Bromomethane

Carbon tetrachloride

Chlorobenzene

Dibromochloromethane

Chloroform

1,2-Dibromoethane

1,2-Dichlorobenzene

1,3-Dichlorobenzene

1,4-Dichlorobenzene

Dichlorodifluoromethane

1,1-Dichloroethane

1,2-Dichloroethane

1,1-Dichloroethylene

cis-1,2-Dichloroethylene

trans-1,2-Dichloroethylene

Methylene Chloride

1,2-Dichloropropane

cis-1,3-Dichloropropene

trans-1,3-Dichloropropene

1,3-Dichloropropene (cis & trans)

Ethylbenzene

n-Hexane

Methyl Ethyl Ketone

Methyl Isobutyl Ketone

MTBE

Styrene

0.5

0.02

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

-

-

0.05

0.05

0.05

0.5

0.5

0.05

0.05

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

L2050184-1 L2050184-224-JAN-18 24-JAN-18

BH18-1 SA2 BH18-2 SA3

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

Lab IDSample Date

Sample ID


<0.50 <0.50

<0.0068 <0.0068

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.030 <0.030

<0.030 <0.030

<0.042 <0.042

<0.018 <0.018

<0.050 <0.050

<0.50 <0.50

<0.50 <0.50

<0.050 <0.050

<0.050 <0.050


L2050184 CONT’D....


9

Volatile Organic Compounds - SOIL


1,1,1,2-Tetrachloroethane


Tetrachloroethylene

Toluene

1,1,1-Trichloroethane


Trichloroethylene

Trichlorofluoromethane

Vinyl chloride

o-Xylene

m+p-Xylenes

Xylenes (Total)

Surrogate: 4-Bromofluorobenzene

Surrogate: 1,4-Difluorobenzene

0.05

0.05

0.05

0.2

0.05

0.05

0.05

0.05

0.02

-

-

0.05

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

L2050184-1 L2050184-224-JAN-18 24-JAN-18

BH18-1 SA2 BH18-2 SA3

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

%

%

Lab IDSample Date

Sample ID



<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.080 <0.080

<0.050 <0.050

<0.050 <0.050

<0.010 <0.010

<0.050 <0.050

<0.020 <0.020

<0.020 <0.020

<0.030 <0.030

<0.050 <0.050

120.9 111.0

119.2 109.9


L2050184 CONT’D....


9

Hydrocarbons - SOIL


F1 (C6-C10)

F1-BTEX

F2 (C10-C16)

F2-Naphth

F3 (C16-C34)

F3-PAH

F4 (C34-C50)

Total Hydrocarbons (C6-C50)

Chrom. to baseline at nC50

Surrogate: 2-Bromobenzotrifluoride

Surrogate: 3,4-Dichlorotoluene

17

17

10

-

240

-

120

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

L2050184-1 L2050184-224-JAN-18 24-JAN-18

BH18-1 SA2 BH18-2 SA3

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

%

%

Lab IDSample Date

Sample ID



<5.0 <5.0

<5.0 <5.0

<10 <10

<10 <10

<50 <50

<50 <50

<50 <50

<72 <72

YES YES

96.5 92.6

120.8 107.0


L2050184 CONT’D....


9

Polycyclic Aromatic Hydrocarbons - SOIL


Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene

Benzo(b)fluoranthene

Benzo(g,h,i)perylene

Benzo(k)fluoranthene

Chrysene

Dibenzo(ah)anthracene

Fluoranthene

Fluorene

Indeno(1,2,3-cd)pyrene

1+2-Methylnaphthalenes

1-Methylnaphthalene

2-Methylnaphthalene

Naphthalene

Phenanthrene

Pyrene

Surrogate: 2-Fluorobiphenyl

Surrogate: p-Terphenyl d14

0.05

0.093

0.05

0.095

0.05

0.3

0.2

0.05

0.18

0.1

0.24

0.05

0.11

0.05

0.05

0.05

0.05

0.19

0.19

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

L2050184-1 L2050184-224-JAN-18 24-JAN-18

BH18-1 SA2 BH18-2 SA3

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

%

%

Lab IDSample Date

Sample ID



<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.050 <0.050

<0.042 <0.042

<0.030 <0.030

<0.030 <0.030

<0.013 <0.013

<0.046 <0.046

<0.050 <0.050

91.6 91.3

85.4 87.5

Reference Information05-FEB-18 12:10 (MT)

L2050184 CONT’D....

8PAGE of

F1-F4-511-CALC-WT

F1-HS-511-WT

F2-F4-511-WT

METHYLNAPS-CALC-WT

MOISTURE-WT

F1-F4 Hydrocarbon Calculated Parameters

F1-O.Reg 153/04 (July 2011)

F2-F4-O.Reg 153/04 (July 2011)

ABN-Calculated Parameters

% Moisture

Methods Listed (if applicable):ALS Test Code Test Description

Soil

Soil

Soil

Soil

Soil

CCME CWS-PHC, Pub #1310, Dec 2001-S

E3398/CCME TIER 1-HS

CCME Tier 1

SW846 8270

Gravimetric: Oven Dried

Method Reference** Matrix

Analytical methods used for analysis of CCME Petroleum Hydrocarbons have been validated and comply with the Reference Method for the CWS PHC.

Hydrocarbon results are expressed on a dry weight basis.

In cases where results for both F4 and F4G are reported, the greater of the two results must be used in any application of the CWS PHC guidelines and the gravimetric heavy hydrocarbons cannot be added to the C6 to C50 hydrocarbons. In samples where BTEX and F1 were analyzed , F1-BTEX represents a value where the sum of Benzene, Toluene, Ethylbenzene and total Xylenes has been subtracted from F1.

In samples where PAHs, F2 and F3 were analyzed, F2-Naphth represents the result where Naphthalene has been subtracted from F2. F3-PAH represents a result where the sum of Benzo(a)anthracene, Benzo(a)pyrene, Benzo(b)fluoranthene, Benzo(k)fluoranthene, Dibenzo(a,h)anthracene, Fluoranthene, Indeno(1,2,3-cd)pyrene, Phenanthrene, and Pyrene has been subtracted from F3.

Unless otherwise qualified, the following quality control criteria have been met for the F1 hydrocarbon range:1. All extraction and analysis holding times were met.2. Instrument performance showing response factors for C6 and C10 within 30% of the response factor for toluene.3. Linearity of gasoline response within 15% throughout the calibration range.

Unless otherwise qualified, the following quality control criteria have been met for the F2-F4 hydrocarbon ranges:1. All extraction and analysis holding times were met.2. Instrument performance showing C10, C16 and C34 response factors within 10% of their average.3. Instrument performance showing the C50 response factor within 30% of the average of the C10, C16 and C34 response factors.4. Linearity of diesel or motor oil response within 15% throughout the calibration range.

Fraction F1 is determined by extracting a soil or sediment sample as received with methanol, then analyzing by headspace-GC/FID.

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

Petroleum Hydrocarbons (F2-F4 fractions) are extracted from soil with 1:1 hexane:acetone using a rotary extractor. Extracts are treated with silica gel to remove polar organic interferences. F2, F3, &F4 are analyzed by GC-FID. F4G-sg is analyzed gravimetrically.

Notes: 1. F2 (C10-C16): Sum of all hydrocarbons that elute between nC10 and nC16.2. F3 (C16-C34): Sum of all hydrocarbons that elute between nC16 and nC34.3. F4 (C34-C50): Sum of all hydrocarbons that elute between nC34 and nC50.4. F4G: Gravimetric Heavy Hydrocarbons5. F4G-sg: Gravimetric Heavy Hydrocarbons (F4G) after silica gel treatment.6. Where both F4 (C34-C50) and F4G-sg are reported for a sample, the larger of the two values is used for comparison against the relevant CCME guideline for F4. 7. F4G-sg cannot be added to the C6 to C50 hydrocarbon results to obtain an estimate of total extractable hydrocarbons. 8. This method is validated for use. 9. Data from analysis of validation and quality control samples is available upon request.10. Reported results are expressed as milligrams per dry kilogram, unless otherwise indicated.


Job Reference: 15448189

Reference Information

GLOSSARY OF REPORT TERMS

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

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

Application of guidelines is provided "as is" without warranty of any kind, either expressed or implied, including, but not limited to fitness for a particular purpose, or non-infringement. ALS assumes no responsibility for errors or omissions in the information.

05-FEB-18 12:10 (MT)

L2050184 CONT’D....

9PAGE of

PAH-511-WT

VOC-1,3-DCP-CALC-WT

VOC-511-HS-WT

XYLENES-SUM-CALC-WT

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

Regulation 153 VOCs

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

Sum of Xylene Isomer Concentrations


Soil

Soil

Soil

Soil

SW846 3510/8270

SW8260B/SW8270C

SW846 8260 (511)

CALCULATION

Method Reference**

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

Matrix

A representative sub-sample of soil is fortified with deuterium-labelled surrogates and a mechanical shaking techniqueis used to extract the sample with a mixture of methanol and toluene. The extracts are concentrated and analyzed by GC/MS. Results for benzo(b) fluoranthene may include contributions from benzo(j)fluoranthene, if also present in the sample.


Soil and sediment samples are extracted in methanol and analyzed by headspace-GC/MS.


Total xylenes represents the sum of o-xylene and m&p-xylene.

Laboratory Definition Code Laboratory Location

WT ALS ENVIRONMENTAL - WATERLOO, ONTARIO, CANADA

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

Chain of Custody Numbers:


Quality Control ReportPage 1 of

Client:

Contact:

GOLDER ASSOCIATES LTD. (Markham)200 - 140 Renfrew Dr. Markham ON L3R 6B3Dan Urian

Report Date: 05-FEB-18Workorder: L2050184

Test Matrix Reference Result Qualifier Units RPD Limit Analyzed

F1-HS-511-WT

F2-F4-511-WT

MOISTURE-WT

Soil

Soil

Soil

R3947624

R3951949

R3948177

Batch

Batch

Batch

DUP

LCS

MB

MS

DUP

LCS

MB

MS

DUP

LCS

MB

WG2707304-4

WG2707304-2

WG2707304-1

WG2707304-7

WG2708709-3

WG2708709-2

WG2708709-1

WG2708709-4

WG2707930-3

WG2707930-2

WG2707930-1

WG2707304-3

WG2707304-6

WG2708709-5

WG2708709-5

L2050184-1

F1 (C6-C10)

F1 (C6-C10)

F1 (C6-C10)

Surrogate: 3,4-Dichlorotoluene

F1 (C6-C10)

F2 (C10-C16)

F3 (C16-C34)

F4 (C34-C50)

F2 (C10-C16)

F3 (C16-C34)

F4 (C34-C50)

F2 (C10-C16)

F3 (C16-C34)

F4 (C34-C50)

Surrogate: 2-Bromobenzotrifluoride

F2 (C10-C16)

F3 (C16-C34)

F4 (C34-C50)

% Moisture

% Moisture

% Moisture

<5.0

103.7

<5.0

100.0

102.4

<10

<50

<50

100.6

99.6

94.4

<10

<50

<50

88.2

106.9

106.4

106.2

16.3

99.99

<0.10

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

31-JAN-18

31-JAN-18

31-JAN-18

N/A

N/A

N/A

N/A

2.0

30

30

30

30

20

80-120

60-140

80-120

80-120

80-120

60-140

60-140

60-140

90-110

ug/g

%

ug/g

%

%

ug/g

ug/g

ug/g

%

%

%

ug/g

ug/g

ug/g

%

%

%

%

%

%

%

<5.0

<10

<50

<50

16.0

5

60-140

10

50

50

60-140

0.1

RPD-NA

RPD-NA

RPD-NA

RPD-NA

12


Client:

Contact:




PAH-511-WT Soil

R3950948BatchDUP

LCS

WG2707957-3

WG2707957-2

WG2707957-51-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene




Chrysene


Fluoranthene

Fluorene


Naphthalene

Phenanthrene

Pyrene

1-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene




Chrysene


Fluoranthene

Fluorene

<0.030

<0.030

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.013

<0.046

<0.050

105.8

105.7

107.1

107.4

87.5

104.8

86.7

100.5

82.1

87.7

104.3

92.1

92.0

100.8

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

%

%

%

%

%

%

%

%

%

%

%

%

%

%

<0.030

<0.030

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.013

<0.046

<0.050

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

12


Client:

Contact:




PAH-511-WT Soil

R3950948BatchLCS

MB

MS

WG2707957-2

WG2707957-1

WG2707957-4 WG2707957-5


Naphthalene

Phenanthrene

Pyrene

1-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene




Chrysene


Fluoranthene

Fluorene


Naphthalene

Phenanthrene

Pyrene



1-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene


91.9

107.3

95.3

92.4

<0.030

<0.030

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.013

<0.046

<0.050

89.0

84.0

107.9

109.3

109.7

108.6

94.3

108.9

91.3

103.4

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

%

%

%

%

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

%

%

%

%

%

%

%

%

%

%

0.03

0.03

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.013

0.046

0.05

50-140

50-140

12


Client:

Contact:




PAH-511-WT Soil

R3950948

R3952790

Batch

Batch

MS

DUP

LCS

WG2707957-4

WG2708708-3

WG2708708-2

WG2707957-5

WG2708708-5



Chrysene


Fluoranthene

Fluorene


Naphthalene

Phenanthrene

Pyrene

1-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene




Chrysene


Fluoranthene

Fluorene


Naphthalene

Phenanthrene

Pyrene

1-Methylnaphthalene

2-Methylnaphthalene

86.2

92.9

108.9

96.5

94.3

103.7

96.7

110.5

97.5

93.9

0.219

0.134

0.602

0.832

1.42

1.77

1.37

1.88

0.695

0.539

1.33

0.178

4.08

1.10

0.874

0.135

4.50

3.86

105.1

105.2

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

02-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

37

31

47

39

44

43

42

41

39

46

53

40

43

46

42

11

42

41

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

%

%

%

%

%

%

%

%

%

%

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

%

%

0.319

0.183

0.967

1.23

2.23

2.74

2.09

2.85

1.03

0.863

2.29

0.266

6.34

1.76

1.33

0.150

6.88

5.84

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

DUP-H

12


Client:

Contact:




PAH-511-WT Soil

R3952790BatchLCS

MB

WG2708708-2

WG2708708-1

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene




Chrysene


Fluoranthene

Fluorene


Naphthalene

Phenanthrene

Pyrene

1-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene




Chrysene


Fluoranthene

Fluorene


Naphthalene

Phenanthrene

106.2

105.0

90.5

102.4

86.5

100.3

84.4

88.4

107.0

91.1

90.4

99.3

93.6

107.2

95.4

90.9

<0.030

<0.030

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.013

<0.046

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

0.03

0.03

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.013

0.046

12


Client:

Contact:




PAH-511-WT

VOC-511-HS-WT

Soil

Soil

R3952790

R3947624

Batch

Batch

MB

MS

DUP

WG2708708-1

WG2708708-4

WG2707304-4

WG2708708-5

WG2707304-3

Pyrene



1-Methylnaphthalene

2-Methylnaphthalene

Acenaphthene

Acenaphthylene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene




Chrysene


Fluoranthene

Fluorene


Naphthalene

Phenanthrene

Pyrene





1,1-Dichloroethane


1,2-Dibromoethane

1,2-Dichlorobenzene

1,2-Dichloroethane

<0.050

91.5

85.5

101.1

104.7

N/A

N/A

N/A

N/A

N/A

N/A

N/A

38.9

N/A

73.2

N/A

N/A

N/A

104.1

N/A

N/A

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

03-FEB-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

40

40

40

40

40

40

40

40

50-140

50-140

-

-

-

-

-

-

-

50-140

-

50-140

-

-

-

50-140

-

-

ug/g

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

MS-B

MS-B

MS-B

MS-B

MS-B

MS-B

MS-B

E

MS-B

MS-B

MS-B

MS-B

MS-B

MS-B

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

0.05

50-140

50-140

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

12


Client:

Contact:




VOC-511-HS-WT Soil

R3947624BatchDUP

LCS

WG2707304-4

WG2707304-2

WG2707304-31,2-Dichloroethane

1,2-Dichloropropane

1,3-Dichlorobenzene

1,4-Dichlorobenzene

Acetone

Benzene


Bromoform

Bromomethane


Chlorobenzene

Chloroform





Ethylbenzene

n-Hexane

Methylene Chloride

MTBE

m+p-Xylenes

Methyl Ethyl Ketone


o-Xylene

Styrene

Tetrachloroethylene

Toluene



Trichloroethylene


Vinyl chloride

<0.050

<0.050

<0.050

<0.050

<0.50

<0.0068

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.030

<0.050

<0.050

<0.018

<0.050

<0.050

<0.050

<0.030

<0.50

<0.50

<0.020

<0.050

<0.050

<0.080

<0.050

<0.030

<0.010

<0.050

<0.020

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

<0.050

<0.050

<0.050

<0.050

<0.50

<0.0068

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.030

<0.050

<0.050

<0.018

<0.050

<0.050

<0.050

<0.030

<0.50

<0.50

<0.020

<0.050

<0.050

<0.080

<0.050

<0.030

<0.010

<0.050

<0.020

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

12


Client:

Contact:




VOC-511-HS-WT Soil

R3947624BatchLCSWG2707304-2





1,1-Dichloroethane


1,2-Dibromoethane

1,2-Dichlorobenzene

1,2-Dichloroethane

1,2-Dichloropropane

1,3-Dichlorobenzene

1,4-Dichlorobenzene

Acetone

Benzene


Bromoform

Bromomethane


Chlorobenzene

Chloroform





Ethylbenzene

n-Hexane

Methylene Chloride

MTBE

m+p-Xylenes

Methyl Ethyl Ketone


o-Xylene

Styrene

98.8

96.2

102.7

98.5

99.4

86.3

97.0

99.6

102.9

100.4

98.2

100.8

101.5

101.1

100.8

94.0

95.5

102.8

101.6

104.4

101.9

99.0

101.9

54.3

95.3

99.3

105.3

105.1

95.8

98.8

87.6

94.9

94.2

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

60-130

60-130

60-130

60-130

60-130

60-130

70-130

70-130

60-130

70-130

70-130

70-130

60-140

70-130

50-140

70-130

50-140

70-130

70-130

70-130

70-130

70-130

60-130

50-140

70-130

70-130

70-130

70-130

70-130

60-140

60-140

70-130

70-130

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

12


Client:

Contact:




VOC-511-HS-WT Soil

R3947624BatchLCS

MB

WG2707304-2

WG2707304-1

Tetrachloroethylene

Toluene



Trichloroethylene


Vinyl chloride





1,1-Dichloroethane


1,2-Dibromoethane

1,2-Dichlorobenzene

1,2-Dichloroethane

1,2-Dichloropropane

1,3-Dichlorobenzene

1,4-Dichlorobenzene

Acetone

Benzene


Bromoform

Bromomethane


Chlorobenzene

Chloroform





Ethylbenzene

n-Hexane

101.6

95.0

99.4

92.4

107.6

98.8

81.9

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.50

<0.0068

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.050

<0.030

<0.050

<0.050

<0.018

<0.050

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

60-130

70-130

60-130

70-130

60-130

50-140

60-140

%

%

%

%

%

%

%

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.5

0.0068

0.05

0.05

0.05

0.05

0.05

0.05

0.05

0.03

0.05

0.05

0.018

0.05

12


Client:

Contact:




VOC-511-HS-WT Soil

R3947624BatchMB

MS

WG2707304-1

WG2707304-5 WG2707304-3

Methylene Chloride

MTBE

m+p-Xylenes

Methyl Ethyl Ketone


o-Xylene

Styrene

Tetrachloroethylene

Toluene



Trichloroethylene


Vinyl chloride

Surrogate: 1,4-Difluorobenzene

Surrogate: 4-Bromofluorobenzene





1,1-Dichloroethane


1,2-Dibromoethane

1,2-Dichlorobenzene

1,2-Dichloroethane

1,2-Dichloropropane

1,3-Dichlorobenzene

1,4-Dichlorobenzene

Acetone

Benzene


Bromoform

Bromomethane

<0.050

<0.050

<0.030

<0.50

<0.50

<0.020

<0.050

<0.050

<0.080

<0.050

<0.030

<0.010

<0.050

<0.020

103.8

105.7

98.7

88.1

105.7

94.0

99.5

89.5

91.5

99.9

97.0

97.2

100.6

102.4

91.2

101.0

97.9

88.7

95.4

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

ug/g

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

0.05

0.05

0.03

0.5

0.5

0.02

0.05

0.05

0.08

0.05

0.03

0.01

0.05

0.02

50-140

50-140

12


Client:

Contact:




VOC-511-HS-WT Soil

R3947624BatchMSWG2707304-5 WG2707304-3


Chlorobenzene

Chloroform





Ethylbenzene

n-Hexane

Methylene Chloride

MTBE

m+p-Xylenes

Methyl Ethyl Ketone


o-Xylene

Styrene

Tetrachloroethylene

Toluene



Trichloroethylene


Vinyl chloride

107.3

101.7

103.7

100.2

91.8

99.0

63.9

97.6

106.5

103.3

104.5

98.0

83.8

74.0

96.3

93.5

106.1

97.5

100.2

84.5

109.6

106.4

86.2

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

12

Quality Control Report

Page 12 of


Sample Parameter Qualifier Definitions:

Description Qualifier

DUP-H

E

MS-B

RPD-NA

Duplicate results outside ALS DQO, due to sample heterogeneity.

Matrix Spike recovery outside ALS DQO due to heterogeneous analyte background in sample.

Matrix Spike recovery could not be accurately calculated due to high analyte background in sample.

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

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

Legend:

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

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

Hold Time Exceedances:

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

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

Client:

Contact:


12

Printed on 2/2/2018 5:06:58 PM

ALS Sample ID: L2050184-1Client Sample ID: BH18-1 SA2

1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0

Time - Minutes

0

50

100

150

200

250

300

350

400

450

500

Response - M

illiVolts

Printed on 2/2/2018 5:07:00 PM

ALS Sample ID: L2050184-2Client Sample ID: BH18-2 SA3

2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0

Time - Minutes

0

50

100

150

200

250

300

350

400

450

500

Response - M

illiVolts

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

29-JAN-18

Lab Work Order #: L2050190

Date Received:GOLDER ASSOCIATES LTD. (Markham)

200 - 140 Renfrew Dr.Markham ON L3R 6B3

ATTN: Dan UrianFINAL 05-FEB-18 13:13 (MT)Report Date:

Version:

Certificate of Analysis

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

____________________________________________

Amanda FazekasAccount Manager

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

Client Phone: 905-475-5591

1544818Job Reference: NOT SUBMITTEDProject P.O. #:

15-577468C of C Numbers:Legal Site Desc:


L2050190 CONT’D....


6

Summary of Guideline Exceedances

GuidelineALS ID Client ID Grouping Analyte Result Guideline Limit Unit

Federal & Provincial Waste Regulations (MAR, 2008) - Ontario Ministry of the Environment, General Waste Control Regulation No. 347/90

Federal & Provincial Waste Regulations (MAR, 2008) - Polychlorinated Biphenyls (PCBs) - Ontario Regulation 347/90(No parameter exceedances)

(No parameter exceedances)


L2050190 CONT’D....


6

Sample Preparation - WASTE

Guide Limit #1: Ontario Ministry of the Environment, General Waste Control Regulation No. 347/90Guide Limit #2: Polychlorinated Biphenyls (PCBs) - Ontario Regulation 347/90

Initial pH

Final pH

-

-

-

-

L2050190-1 L2050190-224-JAN-18 24-JAN-18

TCLP 1 BH18-2 AND 4

TCLP 2 BH18-1 AND 3

pH units

pH units

Lab IDSample Date

Sample ID



9.30 9.23

6.00 5.90


L2050190 CONT’D....


6

TCLP Extractables - WASTE


Benzo(a)pyrene

Cyanide, Weak Acid Diss

Fluoride (F)

Nitrate and Nitrite as N

Nitrate-N

Nitrite-N

Surrogate: d12-Chrysene

0.001

20

150.0

1000

-

-

-

-

-

-

-

-

-

-

L2050190-1 L2050190-224-JAN-18 24-JAN-18

TCLP 1 BH18-2 AND 4

TCLP 2 BH18-1 AND 3

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

%

Lab IDSample Date

Sample ID



<0.0010 <0.0010

<0.10 <0.10

<10 <10

<4.0 <4.0

<2.0 <2.0

<2.0 <2.0

105.7 101.1


L2050190 CONT’D....


6

TCLP Metals - WASTE


Arsenic (As)

Barium (Ba)

Boron (B)

Cadmium (Cd)

Chromium (Cr)

Lead (Pb)

Mercury (Hg)

Selenium (Se)

Silver (Ag)

Uranium (U)

2.5

100

500

0.5

5.0

5.0

0.1

1.0

5.0

10

-

-

-

-

-

-

-

-

-

-

L2050190-1 L2050190-224-JAN-18 24-JAN-18

TCLP 1 BH18-2 AND 4

TCLP 2 BH18-1 AND 3

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

Lab IDSample Date

Sample ID



<0.050 <0.050

<0.50 <0.50

<2.5 <2.5

<0.0050 <0.0050

<0.050 <0.050

<0.050 <0.050

<0.00010 <0.00010

<0.025 <0.025

<0.0050 <0.0050

<0.25 <0.25

Reference Information

GLOSSARY OF REPORT TERMS

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

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

Application of guidelines is provided "as is" without warranty of any kind, either expressed or implied, including, but not limited to fitness for a particular purpose, or non-infringement. ALS assumes no responsibility for errors or omissions in the information.

05-FEB-18 13:13 (MT)

L2050190 CONT’D....

6PAGE of

BAP-ONT-TCLP-WT

CN-TCLP-WT

F-TCLP-WT

HG-TCLP-WT

LEACH-TCLP-WT

MET-TCLP-WT

N2N3-TCLP-WT

Benzo(a)pyrene for O. Reg 347

Cyanide for O. Reg 347

Fluoride (F) for O. Reg 347

Mercury (CVAA) for O.Reg 347

Leachate Procedure for Reg 347

O.Reg 347 TCLP Leachable Metals

Nitrate/Nitrite-N for O. Reg 347


Waste

Waste

Waste

Waste

Waste

Waste

Waste

SW 846 8270-GC-MS on TCLP Leachate

APHA 4500CN C E

APHA 4110 B-Ion Chromatography

SW846 7470A

EPA 1311

EPA 200.8

APHA 4110 B-Ion Chromatography

Method Reference**

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

Matrix

Inorganic and Semi-Volatile Organic contaminants are leached from waste samples in strict accordance with US EPA Method 1311, "Toxicity Characteristic Leaching Procedure" (TCLP). Test results are reported in leachate concentration units (normally mg/L).

Laboratory Definition Code Laboratory Location

WT ALS ENVIRONMENTAL - WATERLOO, ONTARIO, CANADA

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

Chain of Custody Numbers:

15-577468



Client:

Contact:




BAP-ONT-TCLP-WT

CN-TCLP-WT

F-TCLP-WT

HG-TCLP-WT

Waste

Waste

Waste

Waste

R3954691

R3949062

R3948771

R3948611

Batch

Batch

Batch

Batch

DUP

LCS

MB

MB

MS

DUP

LCS

MB

MS

DUP

LCS

MB

MS

DUP

LCS

WG2709125-4

WG2709125-2

WG2709125-1

WG2709125-3

WG2709125-5

WG2708750-3

WG2708750-2

WG2708750-1

WG2708750-4

WG2708331-3

WG2708331-2

WG2708331-1

WG2708331-4

WG2708755-3

WG2708755-2

WG2709125-6

WG2709125-6

L2048968-1

L2048968-1

L2048968-1

L2048968-1

L2049931-37

Benzo(a)pyrene

Benzo(a)pyrene

Benzo(a)pyrene


Benzo(a)pyrene


Benzo(a)pyrene





Fluoride (F)

Fluoride (F)

Fluoride (F)

Fluoride (F)

Mercury (Hg)

<0.0010

136.1

<0.0010

99.6

<0.0010

102.6

130.0

<0.10

96

<0.10

99.7

<10

91.7

<10

88.8

<0.00010

05-FEB-18

05-FEB-18

05-FEB-18

05-FEB-18

05-FEB-18

05-FEB-18

05-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

01-FEB-18

N/A

N/A

N/A

N/A

50

20

30

50

50-150

50-150

70-130

50-150

70-130

50-150

mg/L

%

mg/L

%

mg/L

%

%

mg/L

%

mg/L

%

mg/L

%

mg/L

%

mg/L

<0.0010

<0.10

<10

<0.00010

0.001

60-140

0.001

60-140

0.1

10

RPD-NA

RPD-NA

RPD-NA

RPD-NA

4


Client:

Contact:




HG-TCLP-WT

MET-TCLP-WT

Waste

Waste

R3948611

R3948449

Batch

Batch

LCS

MB

MS

DUP

LCS

MB

WG2708755-2

WG2708755-1

WG2708755-4

WG2708666-4

WG2708666-2

WG2708666-1

L2049931-37

WG2708666-3

Mercury (Hg)

Mercury (Hg)

Mercury (Hg)

Silver (Ag)

Arsenic (As)

Boron (B)

Barium (Ba)

Cadmium (Cd)

Chromium (Cr)

Lead (Pb)

Selenium (Se)

Uranium (U)

Silver (Ag)

Arsenic (As)

Boron (B)

Barium (Ba)

Cadmium (Cd)

Chromium (Cr)

Lead (Pb)

Selenium (Se)

Uranium (U)

Silver (Ag)

Arsenic (As)

Boron (B)

Barium (Ba)

Cadmium (Cd)

Chromium (Cr)

96.0

<0.00010

94.6

<0.0050

<0.050

<2.5

0.94

<0.0050

<0.050

<0.050

<0.025

<0.25

98.2

101.3

99.6

106.1

99.9

101.7

99.6

99.1

97.9

<0.0050

<0.050

<2.5

<0.50

<0.0050

<0.050

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

N/A

N/A

N/A

7.7

N/A

N/A

N/A

N/A

N/A

40

40

40

40

40

40

40

40

40

70-130

50-140

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

%

mg/L

%

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

%

%

%

%

%

%

%

%

%

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

<0.0050

<0.050

<2.5

1.01

<0.0050

<0.050

<0.050

<0.025

<0.25

0.0001

0.005

0.05

2.5

0.5

0.005

0.05

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

4


Client:

Contact:




MET-TCLP-WT

N2N3-TCLP-WT

Waste

Waste

R3948449

R3948771

Batch

Batch

MB

MS

DUP

LCS

MB

MS

WG2708666-1

WG2708666-5

WG2708331-3

WG2708331-2

WG2708331-1

WG2708331-4

WG2708666-3

L2048968-1

L2048968-1

Lead (Pb)

Selenium (Se)

Uranium (U)

Silver (Ag)

Arsenic (As)

Boron (B)

Barium (Ba)

Cadmium (Cd)

Chromium (Cr)

Lead (Pb)

Selenium (Se)

Uranium (U)

Nitrate-N

Nitrite-N

Nitrate-N

Nitrite-N

Nitrate-N

Nitrite-N

Nitrate-N

Nitrite-N

<0.050

<0.025

<0.25

117.6

98.4

92.3

100.0

104.5

97.0

89.6

100.3

94.1

<2.0

<2.0

102.9

102.0

<2.0

<2.0

102.7

100.6

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

01-FEB-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

31-JAN-18

N/A

N/A

30

30

50-150

50-150

50-150

50-150

50-150

50-150

50-150

50-150

50-150

70-130

70-130

50-150

50-150

mg/L

mg/L

mg/L

%

%

%

%

%

%

%

%

%

mg/L

mg/L

%

%

mg/L

mg/L

%

%

<2.0

<2.0

0.05

0.025

0.25

2

2

RPD-NA

RPD-NA

4

Quality Control Report

Page 4 of


Sample Parameter Qualifier Definitions:

Description Qualifier

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

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

Legend:

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

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

Hold Time Exceedances:

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

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

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